JP2003247269A - Joint damper for wooden framework structural body - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To dispense with excessive reinforcement for reduction in costs and weight and to sufficiently and stably exhibit damper performance in case of normal deformation by theoretically clarifying relationship between a deformation degree of a joint part and maintenance necessity of energy absorbing performance. <P>SOLUTION: Between a first lateral side part 2a in one hard plate 2 and a first lateral side part 4a in the other hard plate 4 and between a second lateral side part 4b in the other hard plate 4 and a second lateral side part 2b in one hard plate 2, clearances D1 and D2 are arranged so that an angle (tan δ1), which is made between a line connecting the outermost end angle part 2e of the first lateral side part 2a in the hard plate 2 and the innermost end angle part 4e of the first lateral side part 4a in the hard plate 4 together and a mounting part 1, and an angle (tan δ2), which is made between a line connecting the inner most end angle part 2f of the second lateral side part 2b in the hard plate 2 and the outermost end angle part 4f of the second lateral side part 4b in the hard plate 4 together and a mounting part 3, range from 1/15 to 1/4. <P>COPYRIGHT: (C)2003,JPO

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a corner joint between a column and a horizontal member (beam, girder, Daihiki, etc.) in a wooden frame structure such as a wooden building constructed by a frame construction method. The present invention relates to a joint damper of a wooden frame structure used for reinforcing joints and improving seismic resistance of structures such as buildings by attaching to the mouth.

[0002]

2. Description of the Related Art This type of connection damper comprises a viscoelastic body or an energy absorbing material having viscoelastic characteristics sandwiched between two or more hard plates such as triangular steel plates. As shown in the drawings, the joint damper A is attached to the joint formed by the columns 11 and the horizontal members 12 such as beams in the wooden frame structure to give the joint a certain rigidity and damping property. When an external energy such as an earthquake load or a wind load is received, the viscoelastic body or the energy absorbing material having the viscoelastic characteristic is sheared and deformed to absorb the external energy, and thus the connection damper is not attached. Compared to the deformation amount δ1 of the joint portion before reinforcement shown in FIG. 13 (a), the joint damper A is attached as shown in FIG.
3 (b) is provided with a deformation suppressing effect for reducing the deformation amount δ2 of the post-reinforcement joint portion to the frame structure, and exerts energy absorption performance of increasing the earthquake resistance of the wooden frame structure. is there.

[0003] As a connection damper that exhibits the energy absorbing performance as described above, one generally known from the past is a pillar that constitutes a connection part of a wooden frame structure, as illustrated in Fig. 14. A rigid plate 2 such as a triangular steel plate in which the mounting portion 1 is integrally bent and formed, and a mounting portion 3 that is congruent with the rigid plate 2 and is attached to a horizontal member such as a beam is integrally formed. A hard plate 4 such as a bent steel plate is provided with side plates 2a, 4a and 2b, 4b along side faces of columns and lateral members of both plates 2, 4.
It is configured by stacking so as to secure appropriate intervals D1 and D2 between them, and sandwiching a viscoelastic body or an energy absorbing material 5 having viscoelastic characteristics between the facing surfaces of the stacked hard plates 2 and 4. Was there.

[0004]

By the way, the crossing angle (α in FIG. 13 (b)) between the pillar and the horizontal member constituting the joint part to which the joint damper is attached is not less than a certain value due to earthquake load or the like. If the joint part is deformed so much, the framework structure itself will collapse, and the energy absorption performance by the joint damper after the collapse is unnecessary. On the other hand, it is desirable to keep a large amount of shear deformation of the energy absorbing material against the normal deformation of the joint portion until the frame structure collapses to sufficiently exhibit the predetermined energy absorbing performance. In other words, with this type of joint damper, the framework structure collapses while exhibiting the original energy absorption performance against normal deformation of the joint part until the framework structure collapses. It is not necessary to maintain the performance with respect to the abnormal deformation of the joint portion after that, and the performance retention itself has no technical significance.

From this point of view, looking at the conventional way damper having the structure shown in FIG. 14, in the case of the conventional way damper, two sides along the side surfaces of the columns of the hard plates 2 and 4 and the cross member are used. Interval D between sides 2a, 4a and 2b, 4b, respectively
1 and D2 are secured, but the distances D1 and D2 are
Is not set by strictly considering the relationship between the degree of deformation of the joint part and whether or not it is necessary to maintain energy absorption performance, and the original energy absorption performance of the joint damper is exhibited during normal deformation. It was only set to an appropriate size within the range. Therefore, the distance D1,
D2 was not constant and varied depending on the product (connection damper). If the distances D1 and D2 are too narrow, the one hard plate 2 is not deformed when the frame structure is normally deformed.
Alternatively, the side edge portion 2b or 4a of 4 only comes into contact with the other hard plate 4 or the bending attachment portion 3 or 1 on the side 2 to impair the predetermined energy absorption performance or narrow the effective performance range. However, there is a problem that an abnormal force is applied to the side surface of the column or the horizontal member via the side portions 2b or 4a, and the column or the horizontal member is deformed or destroyed.

Further, when the distances D1 and D2 are too wide, not only the energy absorption performance is unnecessarily maintained even when the joint structure is deformed after the frame structure is collapsed, but also
It is necessary to increase the bending strength of the hard plates 2 and 4 against the deformation force. Therefore, the bending strength required to maintain the energy absorption performance against normal deformation, such as increasing the thickness of these hard plates 2 and 4, is required. Extra reinforcement is required,
As a result, the cost of the overall damper increases, and
There is a problem that the weight increases and the workability of attaching the connection damper deteriorates.

The present invention has been made in view of the above circumstances, and by theoretically elucidating the relationship between the degree of deformation of the joint portion and the necessity of maintaining the energy absorption performance, the above interval is appropriately set. , It is an object of the present invention to provide a joint damper for a wooden frame structure capable of sufficiently and stably exhibiting a predetermined energy absorption performance during normal deformation while reducing cost and weight by eliminating extra reinforcement. I am trying.

[0008]

In order to achieve the above object, a joint damper for a wooden frame structure according to the present invention is provided for a column and a lateral member which constitute a joint portion of a wooden frame structure. In a joint damper of a wooden frame structure in which an energy absorbing material having viscoelasticity is sandwiched between two or more hard plates having mounting portions, one of the hard plates attached to a horizontal member or a pillar is used. Between the first side portion along the side surface of the horizontal member or the column and the horizontal member of the other hard plate attached to the pillar or horizontal member or the first side portion along the side surface of the pillar, or the pillar or the horizontal member Between the second side edge portion along the side surface of the other hard plate or the horizontal member attached to the material and the second side edge portion along the side surface of the one rigid plate or the horizontal member On the first side of the hard plate, the corner with the largest distance from the side of the pillar or horizontal member and the other The angle (tan δ) with respect to the side surface of the horizontal bridge or the pillar of the line connecting the corner portion of the first side of the hard board, which is the smallest distance from the side surface of the pillar or the horizontal bridge, and the second side of one of the hard boards. A line connecting the corner part that has the smallest distance from the side surface of the horizontal bridge or column at the side and the corner part that has the largest distance from the side surface of the horizontal bridge or pillar at the second side of the other hard plate The angle (tan
It is characterized in that the respective intervals are provided such that δ) is in the range of (1/15) to (1/4).

According to the present invention having the above-described structure, the first of both hard plates is provided in accordance with the degree of deformation of the joint portion in the frame structure.
The distance between the side portions and the distance between the second side portions are set to (1/15) ≦ ta
By setting the range of n δ ≦ (1/4), the second side of one hard plate is the other hard plate when the joint part is normally deformed until the frame structure collapses. Of the mounting portion formed on the second side portion of the column or the side surface of the pillar or the cross member, and the mounting portion formed of the first side portion of the other hard plate on the first side portion of the one hard plate. Prevents abutting against the side surfaces of the horizontal members or columns to secure a sufficient amount of shear deformation of the energy absorbing material, and to prevent abnormal force from being applied to the horizontal members or columns, while the frame structure collapses. It is possible to eliminate the amount of shear deformation at the time of abnormal deformation of the joint portion as described above and eliminate unnecessary function retention. As a result, it is not necessary to provide extra bending reinforcement such as increasing the thickness of the hard plate in order to ensure bending strength that can withstand abnormal deformation of the joint part where the framework structure collapses or is about to collapse. While reducing the cost of the damper as a whole and reducing the weight to facilitate mounting workability, the prescribed energy absorption performance is sufficiently and stably exhibited during normal deformation of the joint part within the range where there is no risk of the frame structure collapsing. In addition, it is possible to avoid deformation or destruction of the horizontal members or columns caused by the abnormal force applied to the horizontal members or columns.

In the frame structure joint damper having the above structure, the minimum value of the angle (tan δ) for setting the intervals between the first side portions and the second side portions of both hard plates is theoretical. In addition (designed), it may be set to (1/15), which is assumed to cause collapse of the framework structure due to deformation of the joint portion. However, even if the joint part is deformed by the same amount, it may actually endure without collapsing until the frame structure reaches the angle of (1/8). In this case, the minimum value of the angle (tan δ). If is set to (1/15), the predetermined energy absorption performance may be lost before the collapse. Considering the difference between the theoretical collapse point and the actual collapse point, the minimum value of the angle (tan δ) should be set to (1/8) as described in claim 2. Is preferred.

Further, as the energy absorbing material having viscoelasticity in the joint damper for framed structure having the above-mentioned structure, as described in claim 3, 20 ° C., frequency 3 Hz,
The value obtained by dividing the equivalent damping coefficient (shear elastic modulus x damping ratio) at the time of measurement with a deformation amount of 50% by the product of the pi, the frequency of 3 Hz and the shape coefficient (shear area ÷ shear interval) is preferably 0.15 or more. As described in claim 4, it is desirable to use a rubber-like or putty-like viscoelastic body having a value of 0.30 or more. By using such a viscoelastic body, it is possible to improve the damping property near room temperature.

Further, as the energy absorbing material having viscoelasticity in the joint damper for framed structure having the above-mentioned structure, as described in claim 5, at 10 ° C. and 30 ° C., the vibration frequency is 3 Hz and the deformation amount is 50%. Rubber with a ratio of the equivalent damping coefficient (shear elastic modulus × damping rate) divided by the product of pi, frequency 3 Hz and shape factor (shear area ÷ shear interval) at the time of measurement at 4 or 3 By using a viscoelastic body in the shape of a stick or putty, it is possible to reduce the temperature dependence of the rigidity, and always exhibit excellent damper performance even when installed and used under various environmental conditions. it can.

As a viscoelastic body for exhibiting excellent damper performance even under use under various environmental conditions and temperature conditions as described above, natural rubber and isoprene can be used as described in claim 6. Rubber, butylene rubber, SBR, NB
A composition containing at least one selected from R, EPDM, polyurethane, silicone rubber, butadiene rubber, and chloroprene rubber may be used, and particularly isobutylene may be used as a monomer as described in claim 7. A composition containing a polymer block containing the main component and silicon rubber as the main component is preferable.

Further, the thickness of the viscoelastic body is set in a range of 0.5 to 15 mm, preferably 1.0 to 7 mm, as described in claim 8. The reason is that if the thickness is less than 0.5 mm, which is too thin, a sufficient amount of deformation cannot be secured. That is, the performance retention range of energy absorption due to shear deformation of this type of viscoelastic body is γ {(deformation amount / thickness) × 100} = 300%
If the thickness is less than 0.5 mm and the thickness is less than 0.5 mm, the amount of deformation is suppressed to a small extent and the performance cannot be maintained. Similarly, if the thickness is too thin, the accuracy of the thickness at the time of manufacturing will deteriorate. By the way, ±
0.5mm if 0.15mm thickness manufacturing tolerance occurs
It is ± 30% for a viscoelastic body of thickness 0.
At 2 mm, it reaches ± 75% and the thickness accuracy is very low.
The performance will be worse. On the other hand, if the thickness exceeds 15 mm, the rigidity when sheared cannot be sufficiently maintained, so that a viscoelastic body having a large area must be used, which is not preferable for the connector damper.

Further, in the joint damper for the frame structure having the above-mentioned structure, as described in claim 9, the mounting portions of both the hard plates are arranged in a non-linear manner along the side faces of the pillar and the horizontal member. It is desirable to form the fixing screw holes in a pattern. That is, when the arrangement pattern of the fixing screw holes is linear,
When fixing a hard plate to a pillar and a horizontal member by screwing, a plurality of fixing screws such as wood screws are assigned along the streak of the annual ring of the wooden pillar and the wooden horizontal member. Due to the concentration of stress due to the application of external energy after fixing, cracks easily occur in the pillars and the horizontal members, and once cracks occur, the cracks rapidly progress from that location, leading to destruction. On the other hand, by making the arrangement pattern of the fixing screw holes non-linear as in claim 9, the screwing point of the fixing screw is less likely to follow the muscle of the annual ring, and external energy is applied. The stress at that time will be distributed to the entire column and horizontal members, preventing the occurrence of cracks and the progress of cracks to prevent accidental destruction of the columns and horizontal members to which the connection damper is attached. be able to.

[0016]

BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below with reference to the drawings. FIG. 1 is an overall perspective view of a joint damper for a wooden frame structure according to the present invention, FIG. 2 is a front view thereof, and FIG.
Is a side view thereof. In the first embodiment,
The same components and components as those of the conventional connection damper shown in FIG. 14 and components will be described using the same reference numerals.

The connection damper 10 in this embodiment is
A rigid plate 2 such as a steel plate formed by bending a mounting member 1 to a horizontal member such as a beam integrally into a substantially right-angled triangle, and a mounting member 3 to a pillar that is substantially congruent with the hard plate 2 Energy absorption having a viscoelastic characteristic between the opposing surfaces of the two hard plates 2 and 4 which are bent to each other and are overlapped with a hard plate 4 such as a steel plate formed into a substantially congruent shape. It is configured by sandwiching the material 5. Here, as the constituent material of the hard plate 2, in addition to steel, iron (Fe), nickel (Ni), copper (C
u), a metal such as aluminum (Al), or wood, plywood, or plastics such as FRP, PP, PE, and engineering plastics.

In the connection damper 10 having the basic structure as described above, the side portion along the side surface of the horizontal bridging material of the one hard plate 2, that is, the first side portion 2a on the side where the bent mounting portion 1 is present. And a side portion of the other hard plate 4 along the side surface of the horizontal member,
That is, between the first side portion 4a on the side where the bending attachment portion 3 does not exist and on the second side portion 2b on the side where the bending attachment portion 1 does not exist and on the other hard plate 4 of the one hard plate 2. Spaces D1 and D2 are provided between the second side portion 4b on the side where the bent mounting portion 3 exists.

Of the intervals D1 and D2, the interval D1
Is the first side portion 2a of one hard plate 2 and the other hard plate 4
Of the horizontal member of the line x connecting the corner portion 2e having the largest distance from the mounting portion 4 and the corner portion 4e having the smallest distance from the mounting portion 4 at the first side portion 4a of the other hard plate 4. The side surface, that is, the angle (tan δ1) with respect to the first side portion 2a of the one hard plate 2 is (1/15), preferably (1/8)
The distance D2 is set so as to be in the range of to (1/4), and the distance D2 is the second side portion 4b of the other hard plate 4 and the distance from the mounting portion 1 of the one hard plate 2 is the largest. The side surface of the column of the line y connecting the large corner portion 4f and the corner portion 2f of the second hard plate 4 having the second side edge portion 2b and having the shortest distance from the mounting portion 4 of the other hard plate 4, that is, the other side The angle (tan δ2) of the hard plate 4 with respect to the second side portion 4b is also (1/15),
The intervals are preferably set to fall within the range of (1/8) to (1/4).

As the energy absorbing material 5 sandwiched between the hard plates 2 and 4, the equivalent damping coefficient (shear elastic modulus × shear modulus × measured at a temperature of 20 ° C., a frequency of 3 Hz and a deformation amount of 50%).
The value obtained by dividing the damping factor by the product of the circular constant, the frequency of 3 Hz, and the shape factor (shear area ÷ shear interval) is 0.15 (kgf
・ S / cm), preferably 0.30 (kgf ・ S / c)
m) or more, and at an oscillation frequency of 3 Hz at 10 ° C. and 30 ° C. and an equivalent damping coefficient (shear elastic modulus × damping rate) when measured at a deformation amount of 50%, the circular constant and the frequency of 3 Hz A rubber-like or putty-like viscoelastic body having a ratio of values divided by the product of shape factor (shear area ÷ shear interval) of 4 or less, preferably 3 or less, such as natural rubber, isoprene rubber, butylene rubber, SBR, NBR, EPDM , A composition containing at least one selected from polyurethane, silicone rubber, butadiene rubber, and chloroprene rubber, or a polymer block containing isobutylene as a monomer main component and a composition containing silicon rubber as a main component are used. The thickness of the viscoelastic body 5 is 0.5 to 15 mm, preferably 1.
The range is set to 0 to 7 mm.

Further, the mounting portions 1, which are integrally bent and formed on the first side portions 2a, 4a of the hard plates 2, 4, respectively.
3 has two rows of fixing screw holes 6, 7 ...
Are formed in a non-linear array pattern, specifically, in a staggered array pattern. The non-linear array pattern of the fixing screw holes 6, 7 ... Is preferably formed in a lantam pattern in which all the holes are not located on a straight line as shown in FIG. 4, for example.

The connection damper 10 constructed as described above.
As shown in FIG. 5, a wooden frame structure 13 composed of a wooden column 11 and a horizontal member 12 such as a wooden beam is used for the joints on both sides of the upper part in the case of a structure having no striations. In the case of a structure having the ridges 14, the ridges 14 are used to give a certain rigidity and damping property to the joints by mounting the joints in the vertical diagonal direction where the ridges 14 are not installed by using wood screws or the like. Then, in the installed state, when an external energy such as an earthquake load or a wind load is received, the viscoelastic body 5 is sheared and deformed to absorb the external energy and reduce the deformation amount of the joint portion. It exerts energy absorption performance by imparting to the frame structure 13 to enhance the earthquake resistance of the wooden frame structure 13.

Here, the distances D1 and D2 between the first side portions 2a and 4a of the hard plates 2 and 4 and the second side portions 2b and 4b, which are the main components of the connection damper 10, are (1 / 15) Preferably (1/8) ≦ tan δ1 (= tan δ2) ≦ (1
/ 4), the wooden frame structure 1
At the time of normal deformation of the joint portion before the collapse of 3 the mounting portion 3 and the wooden column where the second side portion 2b of the one hard plate 2 is connected to the second side portion 4b of the other hard plate 4. On the side of 11,
Further, the first side portion 4a of the other hard plate 4 does not come into contact with the side surface of the mounting portion 1 or the horizontal member 12 that is continuous with the first side portion 2a of the one hard plate 2, and the viscoelastic body 5 It is possible to sufficiently secure the amount of shear deformation of the slab and to exert the predetermined energy absorption performance sufficiently and stably, and to avoid applying an abnormal force to the pillar 11 or the horizontal member 12, while at the same time, the wooden shaft. When the joint portion abnormally deforms to such an extent that the assembled structure 13 collapses, it is possible to eliminate the amount of shear deformation of the viscoelastic body 5 and eliminate unnecessary function retention. It is not necessary to provide extra bending reinforcement such as increasing the thickness of the hard plates 2 and 4 in order to secure the bending strength that can withstand the abnormal deformation of the joint portion in which the body 13 collapses or is about to collapse. Overall cost reduction and weight reduction Only it is possible to achieve workability ease.

As the viscoelastic body 5, the equivalent damping coefficient (shear elastic modulus × damping rate) at the time of measurement at 20 ° C., vibration frequency 3 Hz, and deformation amount 50% is calculated from the circular constant, the vibration frequency 3 Hz, and the shape coefficient ( The value divided by the product of (shear area ÷ shear interval) is 0.
15 (kgf · S / cm), preferably 0.30 (kg
f ・ S / cm) or more and 10 ° C and 30 ° C
Since a rubber-like or putty-like viscoelastic body having a rigidity ratio of 4 or less, preferably 3 or less is used, the room temperature (20
In addition to high damping performance in the vicinity of (° C), the temperature dependence of rigidity is also reduced, and excellent damper performance can always be exhibited even when installed and used under various environmental conditions.

Further, the arrangement pattern of the fixing screw holes 6, 7 ... Formed in the mounting portions 1, 3 of the two hard plates 2, 4 is non-linear as shown in FIG. 3 or 4. The place where the wood screws for fixing are screwed in is the pillar 11 or the horizontal member 1.
2 is less likely to follow the streak of the annual ring, and the stress when external energy is applied is applied to the pillar 11 and the horizontal member 12
Therefore, it is possible to suppress the occurrence of cracks and further the progress of the cracks and prevent the accidental destruction of the columns 11 and the horizontal members to which the connection damper 10 is attached.

In the above embodiment, the mounting portions 1 and 3 of the hard plates 2 and 4 are bent in the same direction to reduce the width W of the mounting portion. 12
It is suitable for installation in the joint part consisting of, and as shown in FIG. 6, the core of the pillar 11 and the horizontal member 12 and the fixed core by wood screws are in the attached state. Instead of this, as shown in FIG. 7, both mounting portions 1 and 3 may be bent in opposite directions. In this case, the width W of the mounting portion becomes large, which is suitable for installation in the joint portion composed of the pillar 11 and the horizontal member 12 having a large width,
As shown in FIG. 8, an attached state in which the cores of the pillars 11 and the horizontal members 12 and the cores of the viscoelastic body 5 coincide with each other is obtained.

Further, in the above embodiment, both hard plates 2 and 4 are shown as being formed in the shape of a right triangle, but other than this, for example, a fan shape as shown in FIG. 9 and as shown in FIG. Even if it is formed in a rectangular shape or a trapezoidal shape as shown in FIG.
Any shape may be used as long as it has a, 4a and second side portions 2b, 4b.

Further, in the above embodiment, both hard plates 2, 4
The mounting parts 1 and 3 were integrally formed by bending the hard plates 2 and 4, but the mounting parts 1 and 3 were manufactured separately from the hard plates 2 and 4, and The mounting portions 1 and 3 may be fixed to the side portions of the hard plates 2 and 4 by welding or the like.

[0029]

As described above, according to the present invention, the distance between the first side portions and the second side portions of both hard plates attached to the column and the horizontal member is determined by the degree of deformation of the joint portion. And theoretically elucidate the relationship between the need to maintain energy absorption performance,
(1/15), preferably (1/8) ≦ tan δ ≦ (1
/ 4) is set in an appropriate range, so that the shear deformation of the energy absorbing material is sufficiently secured during normal deformation of the joint until the frame structure collapses, and the predetermined damper performance is achieved. The horizontal structure and pillar can be prevented from being deformed or destroyed without exerting an abnormal force on the horizontal structure or pillar, so that the frame structure will collapse. It eliminates unnecessary function retention during abnormal deformation of the joint part and does not require extra bending reinforcement to secure bending strength to withstand abnormal deformation of the joint part where the framework structure collapses or is about to collapse. Thus, there is an effect that the cost of the damper as a whole and the weight can be reduced to facilitate the mounting workability.

Particularly, as the energy absorbing material, claim 3
Alternatively, by using the viscoelastic body according to claim 4 or claim 5, it is possible to improve the damping property at around room temperature and at the same time reduce the temperature dependence of the rigidity, so that various environments can be obtained. It is possible to always exhibit excellent damper performance even when installed and used under conditions.

Further, by using a viscoelastic body having a thickness in the range described in claim 7, it is possible to enhance the thickness accuracy at the time of manufacturing and to secure a sufficient amount of deformation and rigidity. The predetermined damper performance can be surely exhibited.

Further, as described in claim 8, by forming the fixing screw holes of the non-linear array pattern in the mounting portions of both the hard plates, the pillar or the side where the connection damper is mounted is formed. The occurrence of cracks in the bridge material and the cracks from starting from the cracks are suppressed to prevent accidental destruction of the pillars or horizontal members to which the connection damper is attached,
The damper performance can be further improved.

[Brief description of drawings]

FIG. 1 is an overall perspective view of a joint damper for a wooden frame structure according to the present invention.

FIG. 2 is a front view of the same finishing damper.

FIG. 3 is a side view of the above-mentioned finish damper.

FIG. 4 is another array pattern diagram of the fixing screw holes formed in the attachment portion of the same finish damper.

FIG. 5 is a front view for explaining the installation state of the same finish damper.

FIG. 6 is a side view of an essential part showing a mounting state of the above-mentioned finish damper.

FIG. 7 is an overall perspective view showing another embodiment of the joint damper for the wooden frame structure according to the present invention.

FIG. 8 is a side view of a main portion showing a mounted state of the connection damper shown in FIG.

FIG. 9 is an overall perspective view showing a first modified example of the terminal damper for the wooden frame structure according to the present invention.

FIG. 10 is an overall perspective view showing a second modified example of the joint damper for the wooden frame structure according to the present invention.

FIG. 11 is an overall perspective view showing a third modified example of the connection damper for the wooden frame structure according to the present invention.

FIG. 12 is a schematic perspective view for explaining a mounting state of a general joint damper for a wooden frame structure.

FIG. 13A is an explanatory diagram of a deformed state when the port damper is not attached, and FIG. 13B is an explanatory diagram of a deformed state when the port damper is attached.

FIG. 14 is a perspective view of a conventional general joint damper.

[Explanation of symbols]

1,3 Mounting part 2 One hard plate 2a First side part 2b Second side part 2e, 2f corners 4 Other hard plate 4a First side part 4b Second side part 4e, 4f corners 5 Viscoelastic body (energy absorbing material) 6,7 fixing screw hole 10 connection damper 11 pillars 12 Horizontal material 13 Wooden frame structure D1, D2 spacing

   ─────────────────────────────────────────────────── ─── Continued front page    (72) Inventor Takeshi Oku             1-17-18 Edobori, Nishi-ku, Osaka City, Osaka Prefecture             Toyo Tire & Rubber Co., Ltd. (72) Inventor Takao Kawai             1-17-18 Edobori, Nishi-ku, Osaka City, Osaka Prefecture             Toyo Tire & Rubber Co., Ltd. F-term (reference) 2E125 AA04 AA14 AB12 AC23 AG20                       BA54 BB04 BB11 BB22 BC02                       BC05 BC09 BD00 BD01 BD06                       BE02 BE08 BF06 BF08 CA02

Claims (9)

[Claims] 1. A wooden structure in which an energy absorbing material having viscoelastic properties is sandwiched between adjacent two or more hard plates having a column forming a joint portion of a wooden frame structure and a mounting portion to a horizontal member. In a joint damper of a frame structure, a first lateral side portion of a rigid plate attached to a horizontal member or a pillar and a lateral side member of the horizontal plate or a side face of the column, and another hard plate attached to the pillar or a horizontal member. Between the first side portion along the side surface of the horizontal member or the pillar and the second side portion along the side surface of the pillar or the horizontal member of the other hard plate attached to the pillar or the horizontal member and the one hard side Between the pillar of the plate or the second side along the side surface of the horizontal member, the corner portion of the first side of one hard plate having the largest distance from the side surface of the pillar or the horizontal member, and the other Next to the line connecting the corner of the first side of the hard plate, which is the smallest distance from the side of the pillar or horizontal member. The angle (tan δ) with respect to the side surface of the material or column and the horizontal portion at the second side portion of one of the hard plates and the corner portion having the smallest distance from the side surface of the material or column and the second side portion of the other hard plate. The angle (tan δ) of the line connecting the corner portion having the largest distance from the side surface of the bridge or pillar with respect to the side surface of the pillar or horizontal bridge is (1/15) to (1
/ 4), the connection damper is provided so as to be in the range of / 4). 2. The connector damper for a wooden frame structure according to claim 1, wherein the minimum value of the angle is set to (1/8). 3. The energy absorbing material, 20 ° C.,
The value obtained by dividing the equivalent damping coefficient (shear elastic modulus x damping rate) at the time of measurement at a frequency of 3 Hz and a deformation amount of 50% by the product of the circular constant, the frequency of 3 Hz and the shape coefficient (shear area ÷ shear interval) is 0. The joint damper of the wooden frame structure according to claim 1 or 2, wherein a rubber-like or putty-like viscoelastic body having a value of 15 or more is used. 4. The energy absorbing material, 20 ° C.,
The value obtained by dividing the equivalent damping coefficient (shear elastic modulus x damping rate) at the time of measurement at a frequency of 3 Hz and a deformation amount of 50% by the product of the circular constant, the frequency of 3 Hz and the shape coefficient (shear area ÷ shear interval) is 0. The joint damper of the wooden frame structure according to claim 1 or 2, wherein a rubber-like or putty-like viscoelastic body having a value of 30 or more is used. 5. The energy absorbing material has a vibration frequency of 3 Hz at 10 ° C. and 30 ° C., an equivalent damping coefficient (shear elastic modulus × damping ratio) at the time of measurement at a deformation amount of 50%. Shape factor (shear area ÷ shear interval)
The joint damper of the wooden frame structure according to claim 1 or 2, wherein a rubber-like or putty-like viscoelastic body having a ratio of values divided by the product of 4 or 3 is used. 6. A composition in which the viscoelastic body contains at least one selected from natural rubber, isoprene rubber, butylene rubber, SBR, NBR, EPDM, polyurethane, silicone rubber, butadiene rubber, and chloroprene rubber. A joint damper for a wooden frame structure according to any one of claims 3 to 5. 7. The wooden frame structure according to claim 3, wherein the viscoelastic body is a polymer block containing isobutylene as a monomer main component and a composition containing silicon rubber as a main component. Body connection damper. 8. The viscoelastic body has a thickness of 0.5 to 15 m.
The connection damper of the wooden frame structure according to any one of claims 3 to 7, which is set in a range of m. 9. The fixing screw holes are formed in the mounting portions of both the hard plates in a non-linear array pattern along the side surfaces of the pillar and the horizontal member. A joint damper for a wooden frame structure.