JP2008045326A - Vibration proof damper structure - Google Patents

Vibration proof damper structure Download PDF

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JP2008045326A
JP2008045326A JP2006221544A JP2006221544A JP2008045326A JP 2008045326 A JP2008045326 A JP 2008045326A JP 2006221544 A JP2006221544 A JP 2006221544A JP 2006221544 A JP2006221544 A JP 2006221544A JP 2008045326 A JP2008045326 A JP 2008045326A
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steel
damper
steel material
joined
damper structure
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Yukinobu Makino
行伸 牧野
Tadashi Naruse
忠 成瀬
Yusuke Okaya
雄介 岡谷
Tetsuya Otani
哲也 大谷
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Maeda Corp
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Maeda Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a vibration proof damper structure, easy in construction, usable for both span and column spacing, and easily installing and replacing a steel material for a damper. <P>SOLUTION: A pair of steel frame materials 1 and 1 arranged with a predetermined clearance in the axial direction, are joined by the steel material 5 for the damper having yield strength lower than the steel frame materials 1 and 1. Stiffening materials 6 and 6 are respectively fixed to both side parts of the steel material 5 for the damper. The steel frame materials 1 and 1 are joined by the steel material 5 for the damper via the stiffening materials 6 and 6 by joining these stiffening materials 6 and 6 to the steel frame materials 1 and 1 by bolts. Thus, the vibration proof damper structure is easily constructed, and can also be used for both span and column spacing, and the steel material for the damper is easily installed and replaced. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本発明は、鉄筋コンクリート構造物や鉄骨構造物などの柱や梁からなる主架構内に取り付けられる制振ダンパー構造に関する。   The present invention relates to a vibration damper structure attached to a main frame composed of columns and beams such as a reinforced concrete structure and a steel frame structure.

地震時において構造物に入力されるエネルギーを塑性変形による履歴エネルギーとして吸収させ、構造物の破壊を防止もしくは低減する制振ダンパー構造の一例として、特許文献1に記載のものが知られている。
これは、H形断面鋼材のウェブに開口部を設け、該開口部に前記H形断面鋼材より降伏耐力の低い鋼板からなる小パネルを取付けた複数の主パネルを有し、これら主パネルを横方向に連接してなる鋼製耐震壁であって、前記小パネルの両面に補剛板を配設し、これら補剛板と前記小パネルとをボルト・ナット等により拘束したことを特徴とするものである。
このような構造によれば、大きな地震が発生すると構造物の骨組より先に鋼製耐震壁が降伏して地震エネルギーを吸収するので、構造物の塑性化や疲労損傷を軽減することができる。また、このとき、開口部に取付けた小パネルに補剛板を設けて座屈耐力を向上させたので、小パネルには小さい座屈変形又は小さい局部座屈を生じるだけで局部歪が小さくなり、疲労特性がより向上して耐震性能を高めることができる。
特開平11−181920号公報
As an example of a damping damper structure that absorbs energy input to a structure during an earthquake as hysteresis energy due to plastic deformation and prevents or reduces the destruction of the structure, the one described in Patent Document 1 is known.
This has a plurality of main panels in which openings are formed in a web of an H-shaped cross-section steel material, and small panels made of a steel plate having a yield strength lower than that of the H-shaped cross-section steel material are attached to the openings. A steel seismic wall connected in a direction, wherein stiffening plates are disposed on both sides of the small panel, and the stiffening plate and the small panel are restrained by bolts, nuts, or the like. Is.
According to such a structure, when a large earthquake occurs, the steel shear wall yields and absorbs the seismic energy before the structural framework, so that plasticization and fatigue damage of the structure can be reduced. At this time, since the stiffening plate is provided on the small panel attached to the opening to improve the buckling strength, the local distortion is reduced only by causing small buckling deformation or small local buckling on the small panel. In addition, the fatigue characteristics can be improved and the seismic performance can be improved.
Japanese Patent Laid-Open No. 11-181920

ところで、制振ダンパー構造の一部を構成する前記主パネルは、H形断面鋼材のウェブに開口部を設け、該開口部に前記H形断面鋼材より降伏耐力の低い鋼板からなる小パネルを取付けたものであるので、H形断面鋼材のウェブに開口部を設けるのに手間がかかり、このため制振ダンパー構造の施工に手間がかかる。
また、前記主パネルは、上下の梁間に設けるものであり、上下に長い構造となっているので、短スパンの境界梁の部分における柱間には設けるのは困難である。
さらに、降伏耐力の低い鋼板からなる小パネルを、主パネルの開口部に溶接によって接合しているので、地震によって小パネルが破損した場合、この小パネルを取り外し、再び新たな小パネルを接合するのに手間がかかる。
By the way, the main panel constituting a part of the vibration damper structure is provided with an opening in the web of the H-shaped cross-section steel material, and a small panel made of a steel plate having a yield strength lower than that of the H-shaped cross-section steel material is attached to the opening. Therefore, it takes time to provide the opening in the web of the H-shaped cross-section steel material, and therefore, it takes time to construct the damping damper structure.
Further, the main panel is provided between the upper and lower beams and has a structure that is long in the vertical direction. Therefore, it is difficult to provide the main panel between the columns in the short span boundary beam portion.
In addition, a small panel made of steel plate with low yield strength is joined to the opening of the main panel by welding, so if the small panel breaks due to an earthquake, this small panel is removed and a new small panel is joined again. It takes time and effort.

本発明は上記事情に鑑みてなされたもので、施工が容易であり、また、梁間および柱間の双方に利用でき、さらに、ダンパー用鋼材の取り付け、交換が容易に行える制振ダンパー構造を提供することを課題としている。   The present invention has been made in view of the above circumstances, and provides a vibration damper structure that is easy to construct, can be used between both beams and columns, and can easily mount and replace damper steel. The challenge is to do.

上記課題を解決するために、請求項1に記載の発明は、例えば図1〜図3、(図8〜図10)に示すように、軸線方向に所定の隙間をもって配置された一対の鉄骨材1,1が、該鉄骨材1,1より降伏耐力の低いダンパー用鋼材5(20)によって接合されてなることを特徴とする。   In order to solve the above problems, the invention according to claim 1 is a pair of steel frames arranged with a predetermined gap in the axial direction as shown in FIGS. 1 to 3 and (FIGS. 8 to 10). 1, 1 is characterized by being joined by a steel material 5 (20) for damper having a yield strength lower than that of the steel frames 1 and 1.

前記鉄骨材は、水平方向に沿う梁材や鉛直方向に沿う柱材の一部として構成され、水平に配置される場合は、柱や壁に一端部が固定され、鉛直に配置される場合は梁や床スラブに一端部が固定される。   The steel frame is configured as a part of a beam material along the horizontal direction or a column material along the vertical direction, and when arranged horizontally, one end is fixed to the column or wall, and when arranged vertically One end is fixed to the beam or floor slab.

請求項1に記載の発明によれば、一対の鉄骨材が、該鉄骨材より降伏耐力の低いダンパー用鋼材によって接合されているので、従来のように、H形断面鋼材のウェブに開口部を設ける必要がなく、ダンパー用鋼材を一対の鉄骨材にボルト接合や溶接等によって接合すればよい。したがって、制振ダンパー構造の施工が容易となる。
また、短スパンの境界梁の部分における柱間においても、境界梁を左右一対の鉄骨材と、これら鉄骨材を接合するダンパー用鋼材によって構成すればよいので、柱間においても容易に利用できる。また、梁間においても、間柱となる部分を上下一対の鉄骨材と、これら鉄骨材を接合するダンパー用鋼材によって構成すればよいので、梁間においても容易に利用できる。
さらに、ダンパー用鋼材の幅や厚さを調整することによって、制振ダンパー構造の耐力や剛性を容易に最適なものに調整できる。
According to invention of Claim 1, since a pair of steel frame material is joined by the steel material for dampers whose yield strength is lower than this steel frame material, an opening part is formed in the web of an H-shaped section steel material like usual. There is no need to provide it, and the damper steel material may be joined to the pair of steel frames by bolting, welding, or the like. Therefore, construction of the vibration damper structure is facilitated.
Further, even between the columns in the short span boundary beam portion, the boundary beam may be configured by a pair of left and right steel frames and a steel material for a damper that joins these steel frames, so that it can be easily used between columns. Moreover, since the part used as a stud should just be comprised with a pair of upper and lower steel frames and the steel material for dampers which joins these steel frames between beams, it can utilize easily also between beams.
Furthermore, by adjusting the width and thickness of the steel material for the damper, the proof stress and rigidity of the damping damper structure can be easily adjusted to the optimum one.

請求項2に記載の発明は、請求項1に記載の制振ダンパー構造において、ダンパー用鋼材5の両側部に、補剛材6,6がそれぞれ固定されており、この補剛材6,6が鉄骨材1,1にボルト接合されることによって、前記一対の鉄骨材1,1が補剛材6,6を介してダンパー用鋼材5によって接合されていることを特徴とする。   According to a second aspect of the present invention, in the damping damper structure according to the first aspect, the stiffeners 6 and 6 are fixed to both sides of the damper steel material 5, respectively. Are joined to the steel frames 1 and 1 by bolts, whereby the pair of steel frames 1 and 1 are joined by the damper steel material 5 via the stiffeners 6 and 6.

請求項2に記載の発明によれば、ダンパー用鋼材の両側部に固定された補剛材が、鉄骨材にボルト接合されているので、地震によってダンパー用鋼材が破損した場合、このダンパー用鋼材を、補剛材のボルトを外すことによって、容易に取り外し交換できる。また、取り外し交換の際も、ボルト締めであるので、交換に伴う振動・騒音を軽減できる。   According to invention of Claim 2, since the stiffener fixed to the both sides of the steel material for dampers is bolted to the steel frame material, when the steel material for dampers is damaged by an earthquake, this steel material for dampers Can be easily removed and replaced by removing the bolt of the stiffener. Moreover, since the bolts are also tightened at the time of removal and replacement, vibration and noise associated with the replacement can be reduced.

請求項3に記載の発明は、請求項1または2に記載の制振ダンパー構造において、ダンパー用鋼材5(20)に、座屈耐力を向上させる補強リブ9,9(21,21)が固定されていることを特徴とする。   According to a third aspect of the present invention, in the damping damper structure according to the first or second aspect, the reinforcing ribs 9, 9 (21, 21) for improving the buckling strength are fixed to the damper steel material 5 (20). It is characterized by being.

請求項3に記載の発明によれば、ダンパー用鋼材の座屈耐力が補強リブによって向上するので、地震の際に、該ダンパー用鋼材は小さい座屈変形または小さい局部座屈を生じるだけで局部歪が小さくなり、疲労特性がより向上して耐震性能を高めることができる。   According to the invention described in claim 3, since the buckling strength of the damper steel material is improved by the reinforcing rib, the damper steel material only causes a small buckling deformation or a small local buckling in the event of an earthquake. Strain is reduced, fatigue characteristics are further improved, and seismic performance can be enhanced.

本発明によれば、軸線方向に所定の隙間をもって配置された一対の鉄骨材が、該鉄骨材より降伏耐力の低いダンパー用鋼材によって接合されているので、制振ダンパー構造の施工が容易となるとともに、柱間や梁間においても、左右一対の鉄骨材と、これら鉄骨材を接合するダンパー用鋼材によって構成すればよいので、容易に利用できる。
また、ダンパー用鋼材の両側部に固定された補剛材が、鉄骨材にボルト接合されているので、地震によってダンパー用鋼材が破損した場合、このダンパー用鋼材をボルトを外すことによって、容易に取り外し交換できる。
According to the present invention, the pair of steel frames disposed with a predetermined gap in the axial direction are joined by the steel for damper having a yield strength lower than that of the steel frame, so that the construction of the vibration damper structure is facilitated. At the same time, between the columns and between the beams, a pair of left and right steel frames and a damper steel material that joins these steel frames can be used easily.
In addition, since the stiffeners fixed on both sides of the damper steel are bolted to the steel frame, if the damper steel is damaged by an earthquake, it can be easily Can be removed and replaced.

以下図面を参照して本発明の実施の形態について説明する。
(第1の実施の形態)
図1〜図3は、本発明に係る制振ダンパー構造の第1例を示すものであり、図1は側面図、図2は平面図、図3は図1におけるA―A線断面図である。
Embodiments of the present invention will be described below with reference to the drawings.
(First embodiment)
1 to 3 show a first example of a damping damper structure according to the present invention. FIG. 1 is a side view, FIG. 2 is a plan view, and FIG. 3 is a cross-sectional view taken along line AA in FIG. is there.

これらの図において、符号1,1は鉄骨片持ち梁(鉄骨材)を示す。これら鉄骨片持ち梁1,1は、軸線方向に所定の隙間をもって配置されている。また、鉄骨片持ち梁1は、H形鋼材2と、このH形鋼材2の基端部に形成されたブラケット3とを備えており、このブラケット3が柱や壁等に固定されるようになっている。
前記H形鋼材2,2のウエブ2a,2aどうしは、H形鋼材2より降伏耐力の低いダンパー用鋼材5によって接合されている。
In these drawings, reference numerals 1 and 1 denote steel cantilevers (steel frames). These steel cantilevers 1, 1 are arranged with a predetermined gap in the axial direction. The steel cantilever 1 includes an H-shaped steel material 2 and a bracket 3 formed at the base end of the H-shaped steel material 2 so that the bracket 3 is fixed to a column, a wall, or the like. It has become.
The webs 2 a and 2 a of the H-shaped steel materials 2 and 2 are joined together by a damper steel material 5 having a yield strength lower than that of the H-shaped steel material 2.

すなわち、ダンパー用鋼材5は、低降伏点鋼で形成された長方形板状のものであり、その短辺に沿う側端部には、補剛材6が溶接によって固定されている。この補剛材6は、L字形のアングル材で形成されており、その一片部がダンパー用鋼材5の側端部に溶接によって固定されている。また、補剛材6の他片部はウエブ2aに当接されたうえで、複数のボルト7とナット8によってボルト接合されている。したがって、前記鉄骨片持ち梁1,1は、補剛材6,6を介してダンパー用鋼材5によって接合されている。
また、前記ダンパー用鋼材5の長辺に沿う両側端部には、座屈耐力を向上させる補強リブ9,9が溶接によって固定されている。この補強リブ9は帯板状に形成されたものであり、その両端部は前記補剛材6の他片部まで延び、該他片部に溶接によって固定されている。
このように、ダンパー用鋼材5、補剛材6,6、補強リブ9,9は一体的に構成されて、制振ダンパー部10を構成している。例えば、工場等において、これらを溶接によって一体化して制振ダンパー部10としてもよいし、現場において溶接よって一体化して制振ダンパー部10としてもよい。
That is, the damper steel 5 is a rectangular plate formed of low yield point steel, and a stiffener 6 is fixed to the side end along the short side by welding. The stiffener 6 is formed of an L-shaped angle member, and one piece of the stiffener 6 is fixed to the side end of the damper steel 5 by welding. Further, the other piece of the stiffener 6 is in contact with the web 2 a and is bolted by a plurality of bolts 7 and nuts 8. Therefore, the steel cantilever beams 1 and 1 are joined by the damper steel material 5 via the stiffeners 6 and 6.
Reinforcing ribs 9, 9 for improving buckling strength are fixed by welding to both end portions along the long side of the steel material 5 for damper. The reinforcing rib 9 is formed in a strip shape, and both ends thereof extend to the other piece of the stiffener 6 and are fixed to the other piece by welding.
As described above, the damper steel material 5, the stiffeners 6 and 6, and the reinforcing ribs 9 and 9 are integrally formed to constitute the damping damper portion 10. For example, in a factory or the like, these may be integrated by welding to form the vibration damper part 10, or may be integrated by welding in the field to form the vibration damper part 10.

上記のような制振ダンパー構造は、一方の鉄骨片持ち梁1、制振ダンパー部10、他方の鉄骨片持ち梁1が連続しており、かつ、制振ダンパー部10がボルトによって鉄骨片持ち梁1,1に接合されているため、比較的高い剛性を有し、水平力を支持すると共に、面内曲げを拘束する。このため、制振ダンパー構造が地震時に大きな水平力を受けると、制振ダンパー部10の降伏耐力の低いダンパー用鋼材5が鉄骨構造物などの骨組より先に降伏して履歴エネルギーを吸収し、主架構の塑性化や疲労損傷を軽減して健全な状態に維持することができる。   In the above-described vibration damper structure, one steel cantilever 1, the vibration damper 10 and the other steel cantilever 1 are continuous, and the vibration damper 10 is cantilevered by bolts. Since it is joined to the beams 1 and 1, it has relatively high rigidity, supports horizontal force, and restrains in-plane bending. For this reason, when the damping damper structure receives a large horizontal force during an earthquake, the damper steel material 5 having a low yield strength of the damping damper portion 10 yields before the framework such as the steel structure and absorbs hysteresis energy, The main frame can be kept in a healthy state by reducing plasticization and fatigue damage.

上記のような構成の制振ダンパー構造は、図4に示すように、中廊下タイプの板状建物で、中廊下部分の短スパン境界梁として利用される。
すなわち、図4は、板状建物の概略構成を示す平面図であり、符号11a,11bは柱、符号12a,12bは梁を示す。この板状建物では、柱11aと梁12aとで構成された第1架構13と、柱11bと梁12bとで構成された第2架構14とを備えており、これら第1架構13と第2架構14とは所定間隔をもって配置されており、この間隔に中廊下15が設けられている。
そして、第1架構13と第2架構14とが、本発明に係る制振ダンパー構造によって連結されている。
すなわち、中廊下15の短スパン境界梁となる部分に、制振ダンパー部10を備えた制振ダンパー構造が配置され、該制振ダンパー構造の前記鉄骨片持ち梁1,1のうちの一方が第1架構13の柱11aに固定され、他方が第2架構14の柱11bに固定されている。鉄骨片持ち梁1,1を柱11a,11bに固定する場合、鉄骨片持ち梁1のブラケット3(図1参照)を柱11a,11bに当接し、ボルト3aによって接合することによって行う。
As shown in FIG. 4, the damping damper structure having the above-described configuration is used as a short span boundary beam in the middle hallway portion in a plate-type building of the middle hallway type.
That is, FIG. 4 is a plan view showing a schematic configuration of a plate-like building, where reference numerals 11a and 11b indicate columns, and reference numerals 12a and 12b indicate beams. This plate-like building includes a first frame 13 composed of pillars 11a and beams 12a, and a second frame 14 composed of columns 11b and beams 12b. The frame 14 is arranged at a predetermined interval, and an inner corridor 15 is provided at this interval.
The first frame 13 and the second frame 14 are connected by the vibration damper structure according to the present invention.
That is, a damping damper structure including a damping damper portion 10 is disposed in a portion of the inner corridor 15 that becomes a short span boundary beam, and one of the steel cantilever beams 1 and 1 of the damping damper structure is disposed. The first frame 13 is fixed to the column 11a, and the other is fixed to the second frame 14 column 11b. When the steel cantilever beams 1 and 1 are fixed to the columns 11a and 11b, the bracket 3 (see FIG. 1) of the steel cantilever beam 1 is brought into contact with the columns 11a and 11b and joined by bolts 3a.

また、前記制振ダンパー構造は、図5に示すように、コア壁タイプの建物で、コア壁とコア壁とをつなぐ短スパン境界梁として利用される。
すなわち、図5は、コア壁タイプの建物の概略構成を示す平面図であり、符号16は柱、符号17は梁、符号18はコア壁を示す。コア壁18は平面視L字形に形成されたものであり、建物の略中央部に、平面視正方形状のコアを形成するように、かつ、所定の間隔をもって配置されている。
そして、隣り合うコア壁18,18が、本発明に係る制振ダンパー構造によって連結されている。
すなわち、コア壁18とコア壁18とをつなぐ短スパン境界梁となる部分に、制振ダンパー部10を備えた制振ダンパー構造が配置され、該制振ダンパー構造の前記鉄骨片持ち梁1,1のうちの一方が一方のコア壁18に固定され、他方が他方のコア壁18に固定されている。鉄骨片持ち梁1,1をコア壁18,18に固定する場合、鉄骨片持ち梁1のブラケット3(図1参照)をコア壁18,18に当接し、ボルト3aによって接合することによって行う。
Further, as shown in FIG. 5, the vibration damper structure is used as a short-span boundary beam connecting the core wall and the core wall in a core wall type building.
That is, FIG. 5 is a plan view showing a schematic configuration of a core wall type building. Reference numeral 16 denotes a column, reference numeral 17 denotes a beam, and reference numeral 18 denotes a core wall. The core wall 18 is formed in an L shape in plan view, and is disposed at a predetermined interval at a substantially central portion of the building so as to form a square core in plan view.
And the adjacent core walls 18 and 18 are connected by the damping damper structure which concerns on this invention.
That is, a damping damper structure including a damping damper portion 10 is disposed in a portion that becomes a short span boundary beam that connects the core wall 18 and the core wall 18, and the steel cantilever beam 1 of the damping damper structure, One of the two is fixed to one core wall 18 and the other is fixed to the other core wall 18. When the steel cantilever beams 1 and 1 are fixed to the core walls 18 and 18, the bracket 3 (see FIG. 1) of the steel cantilever beam 1 is brought into contact with the core walls 18 and 18 and joined by bolts 3a.

本実施の形態によれば、一対の鉄骨片持ち梁1,1が、これより降伏耐力の低いダンパー用鋼材5によって補剛材6,6を介して接合されているので、従来のように、H形断面鋼材のウェブに開口部を設ける必要がなく、ダンパー用鋼材5を一対の鉄骨片持ち梁1,1に補剛材6,6を介してボルト接合すればよい。したがって、制振ダンパー構造の施工が容易となる。
また、短スパンの境界梁の部分における柱11a,11b間においても、境界梁を左右一対の鉄骨片持ち梁1,1と、これら鉄骨片持ち梁1,1を接合するダンパー用鋼材5と、補剛材6,6によって構成すればよいので、柱11a,11b間においても容易に利用できる。また、梁間においても、間柱となる部分を上下一対の鉄骨材と、これら鉄骨材を接合するダンパー用鋼材5と、補剛材6,6によって構成すればよいので、梁間においても容易に利用できる。
According to the present embodiment, since the pair of steel cantilevers 1 and 1 are joined via the stiffeners 6 and 6 by the damper steel material 5 having a yield strength lower than that, There is no need to provide an opening in the web of the H-shaped cross section steel material, and the damper steel material 5 may be bolted to the pair of steel cantilever beams 1 and 1 via the stiffeners 6 and 6. Therefore, construction of the vibration damper structure is facilitated.
Also, between the pillars 11a and 11b in the short span boundary beam portion, the boundary beam is a pair of left and right steel cantilevers 1 and 1, and a damper steel 5 that joins these steel cantilevers 1 and 1; Since it only has to be constituted by the stiffeners 6 and 6, it can be easily used between the columns 11a and 11b. In addition, even between the beams, the portion serving as the stud may be constituted by a pair of upper and lower steel frames, a damper steel material 5 that joins these steel frames, and the stiffeners 6 and 6, so that it can be easily used between the beams. .

さらに、ダンパー用鋼材5の両側部に固定された補剛材6,6が、鉄骨片持ち梁1,1にボルト接合されているので、地震によってダンパー用鋼材5が破損した場合、このダンパー用鋼材5を、補剛材6,6のボルト7を外すことによって、容易に取り外し交換できる。また、取り外し交換の際も、ボルト締めであるので、交換に伴う振動・騒音を軽減できる。
加えて、ダンパー用鋼材5に、座屈耐力を向上させる補強リブ9,9が固定されているので、ダンパー用鋼材5の座屈耐力が補強リブ9,9によって向上する。したがって、地震の際に、該ダンパー用鋼材5は小さい座屈変形または小さい局部座屈を生じるだけで局部歪が小さくなり、疲労特性がより向上して耐震性能を高めることができる。
Further, since the stiffeners 6 and 6 fixed to both sides of the damper steel material 5 are bolted to the steel cantilever beams 1 and 1, if the damper steel material 5 is damaged by an earthquake, this damper The steel material 5 can be easily removed and replaced by removing the bolts 7 of the stiffeners 6 and 6. Moreover, since the bolts are also tightened at the time of removal and replacement, vibration and noise associated with the replacement can be reduced.
In addition, since the reinforcing ribs 9 and 9 for improving the buckling strength are fixed to the damper steel material 5, the buckling strength of the damper steel material 5 is improved by the reinforcing ribs 9 and 9. Accordingly, in the event of an earthquake, the steel material 5 for dampers only has a small buckling deformation or a small local buckling, so that the local strain is reduced, the fatigue characteristics are further improved, and the seismic performance can be enhanced.

また、ダンパー用鋼材5、補剛材6、補強リブ9が一体化された制振ダンパー部10と、柱や壁等の躯体に固定される鉄骨片持ち梁1,1とが独立した部材となっているので、それらを別々に取付け施工することが可能となり、施工の自由度が増す。
また、ダンパー用鋼材5の幅や厚さを調整することによって、制振ダンパー構造の耐力や剛性を容易に最適なものに調整できる。
また、大地震後の建物変形によって、両側の鉄骨片持ち梁1,1に食い違いが生じた場合、それらの間にプレートを介在させることによって簡単に調節することができる。
さらに、通常、H形鋼材どうしを接合する場合、ウエブどうし、フランジどうしをそれぞれスプライスプレートによって接合するが、本実施の形態では、H形鋼材2,2のフランジ2b,2bを接合していないので、その分、材料や手間を軽減でき、大幅なコストダウンが図れる。
また、フランジをつながないことでモーメントが一定となって反曲点の移動がなくなり、鉄骨片持ち梁1の部材低減が図れる。
Further, the damper 10 having the damper steel 5, the stiffener 6 and the reinforcing rib 9 integrated with each other and the steel cantilever beams 1 and 1 fixed to the frame such as a column or wall are independent members. Therefore, it is possible to install them separately and increase the degree of freedom of construction.
Further, by adjusting the width and thickness of the damper steel material 5, the proof stress and rigidity of the damping damper structure can be easily adjusted to an optimum one.
In addition, if a discrepancy occurs between the steel cantilevers 1 and 1 on both sides due to building deformation after a large earthquake, it can be easily adjusted by interposing plates between them.
Furthermore, normally, when joining H-shaped steel materials, the webs and flanges are joined by splice plates, but in this embodiment, the flanges 2b and 2b of the H-shaped steel materials 2 and 2 are not joined. Therefore, the material and labor can be reduced, and the cost can be greatly reduced.
Further, by not connecting the flanges, the moment becomes constant, the movement of the inflection point is eliminated, and the members of the steel cantilever 1 can be reduced.

(第2の実施の形態)
図6および図7は、本発明に係る制振ダンパー構造の第2例を示すものであり、図6は平面図、図7は平断面図である。
これらの図に示す制振ダンパー構造が、図1〜図3に示すものと異なる点は、ダンパー用鋼材5、補剛材6、補強リブ9が一体化された制振ダンパー部10を、鉄骨片持ち梁1,1の両側に配置した点であり、その他の構成は共通であるので、共通部分には同一符号を付してその説明を省略ないしは簡略化する。
(Second Embodiment)
6 and 7 show a second example of the vibration damper structure according to the present invention. FIG. 6 is a plan view and FIG. 7 is a plan sectional view.
The damping damper structure shown in these drawings differs from that shown in FIGS. 1 to 3 in that a damping damper portion 10 in which a steel material 5 for a damper, a stiffener 6 and a reinforcing rib 9 are integrated is a steel frame. This is a point arranged on both sides of the cantilever beams 1 and 1, and other configurations are common, and therefore, common portions are denoted by the same reference numerals and description thereof is omitted or simplified.

ダンパー用鋼材5、補剛材6、補強リブ9が一体化された2つの制振ダンパー部10,10は、H形鋼材2のウエブ2a,2aの両側に配置され、ウエブ2aを挟んで配置されている補剛材6,6がボルト7とナット8によってウエブ2aに固定されている。したがって、所定の隙間をもって配置された鉄骨片持ち梁1,1どうしは、2枚のダンパー用鋼材5,5によって補剛材6・・・を介して接合されている。
このように、本実施の形態では、第1の実施の形態と同様の効果を得ることができる他、ダンパー用鋼材5が2枚であるので、制振ダンパー構造の耐力や剛性を高めることができる。
また、ダンパー用鋼材5,5が鉄骨片持ち梁1,1に対して対称的に配置されているので、構造上のバランス性が優れたものとなる。
The two damping damper parts 10 and 10 in which the damper steel material 5, the stiffener 6 and the reinforcing rib 9 are integrated are arranged on both sides of the webs 2a and 2a of the H-shaped steel material 2 and are arranged with the web 2a interposed therebetween. The stiffeners 6, 6 are fixed to the web 2 a by bolts 7 and nuts 8. Therefore, the steel cantilever beams 1, 1 arranged with a predetermined gap are joined together by the two damper steel members 5, 5 via the stiffeners 6.
As described above, in the present embodiment, the same effect as that of the first embodiment can be obtained, and since the number of the damper steel materials 5 is two, the proof stress and rigidity of the damping damper structure can be increased. it can.
Moreover, since the steel materials 5 and 5 for dampers are arrange | positioned symmetrically with respect to the steel cantilever beams 1 and 1, the structural balance property is excellent.

(第3の実施の形態)
図8〜図10は、本発明に係る制振ダンパー構造の第3例を示すものであり、図8は側面図、図9は平面図、図10は図8におけるB―B線断面図である。
本実施の形態では、軸線方向に所定の隙間をもって配置された一対の鉄骨片持ち梁1,1が、該鉄骨片持ち梁1,1より降伏耐力の低いダンパー用鋼材20によって直接接合されている。なお、第1の実施の形態と共通部分には同一符号を付してその説明を省略ないし簡略化している。
図1〜図3では、鉄骨片持ち梁1,1を補剛材6,6を介してダンパー用鋼材5によって接合したが、本例では、補剛材6,6を使用することなく、ダンパー用鋼材20を直接溶接によって、鉄骨片持ち梁1,1のウエブ2a,2aに固定している。
また、ダンパー用鋼材20は、前記ダンパー用鋼材5より左右の長さが長くなっており、現場でウエブ2a,2aに直接溶接される。また、ダンパー用鋼材20の長辺に沿う側端部には、座屈耐力を向上させる補強リブ21,21が溶接によって固定されている。なお、この補強リブ21,21は予め工場によって、ダンパー用鋼材20に固定されている。
(Third embodiment)
8 to 10 show a third example of the vibration damper structure according to the present invention. FIG. 8 is a side view, FIG. 9 is a plan view, and FIG. 10 is a sectional view taken along line BB in FIG. is there.
In the present embodiment, a pair of steel cantilever beams 1, 1 arranged with a predetermined gap in the axial direction are directly joined by a damper steel material 20 having a yield strength lower than that of the steel cantilever beams 1, 1. . In addition, the same code | symbol is attached | subjected to 1st Embodiment and a common part, and the description is abbreviate | omitted or simplified.
In FIG. 1 to FIG. 3, the steel cantilever beams 1, 1 are joined by the damper steel material 5 via the stiffeners 6, 6, but in this example, the dampers 6, 6 are not used and the dampers are used. The steel material 20 is fixed to the webs 2a and 2a of the steel cantilever beams 1 and 1 by direct welding.
Further, the damper steel material 20 has a longer left and right length than the damper steel material 5, and is directly welded to the webs 2a and 2a at the site. Further, reinforcing ribs 21 and 21 for improving the buckling strength are fixed to the side end portions along the long side of the damper steel material 20 by welding. The reinforcing ribs 21 and 21 are fixed to the damper steel material 20 by a factory in advance.

本実施の形態では、第1の実施の形態と同様に、一対の鉄骨片持ち梁1,1が、これより降伏耐力の低いダンパー用鋼材20によって接合されているので、従来のように、H形断面鋼材のウェブに開口部を設ける必要がなく、ダンパー用鋼材20を一対の鉄骨片持ち梁1,1に接合すればよい。したがって、制振ダンパー構造の施工が容易となる。
また、短スパンの境界梁の部分における柱11a,11b間においても、境界梁を左右一対の鉄骨片持ち梁1,1と、これら鉄骨片持ち梁1,1を接合するダンパー用鋼材20とによって構成すればよいので、柱11a,11b間においても容易に利用できる。また、梁間においても、間柱となる部分を上下一対の鉄骨材と、これら鉄骨材を接合するダンパー用鋼材20によって構成すればよいので、梁間においても容易に利用できる。
In the present embodiment, as in the first embodiment, the pair of steel cantilever beams 1 and 1 are joined by the damper steel material 20 having a yield strength lower than that of the pair of steel cantilevers 1 and 1. There is no need to provide an opening in the web of the section steel material, and the damper steel material 20 may be joined to the pair of steel cantilevers 1 and 1. Therefore, construction of the vibration damper structure is facilitated.
Also, between the columns 11a and 11b in the short span boundary beam portion, the boundary beam is composed of a pair of left and right steel cantilever beams 1 and 1 and a damper steel material 20 that joins these steel cantilever beams 1 and 1. Since it should just be comprised, it can utilize easily also between pillar 11a, 11b. Moreover, since the part used as a stud should just be comprised between a pair of upper and lower steel frames, and the steel material 20 for dampers which joins these steel frames between beams, it can utilize easily also between beams.

本発明に係る制振ダンパー構造の第1例を示すものであり、その側面図である。FIG. 1 is a side view showing a first example of a vibration damper structure according to the present invention. 同、平面図である。FIG. 同、図1におけるA―A線断面図である。FIG. 2 is a cross-sectional view taken along line AA in FIG. 同、制振ダンパー構造を備えた板状建物の概略構成を示す平面図である。It is a top view which shows schematic structure of the plate-shaped building provided with the damping damper structure. 同、制振ダンパー構造を備えたコア壁タイプの建物の概略構成を示す平面図である。It is a top view which shows schematic structure of the building of a core wall type provided with the damping damper structure. 本発明に係る制振ダンパー構造の第2例を示すものであり、その平面図である。The 2nd example of the damping damper structure concerning the present invention is shown, and it is the top view. 同、平断面図である。FIG. 本発明に係る制振ダンパー構造の第3例を示すものであり、その側面図である。FIG. 3 is a side view showing a third example of the vibration damper structure according to the present invention. 同、平面図である。FIG. 同、図8におけるB―B線断面図である。FIG. 9 is a sectional view taken along line BB in FIG.

符号の説明Explanation of symbols

1 鉄骨片持ち梁(鉄骨材)
5,20 ダンパー用鋼材
6 補剛材
7 ボルト
9,21 補強用リブ
1 Steel cantilever (steel frame)
5,20 Steel material for damper 6 Stiffener 7 Bolt 9,21 Rib for reinforcement

Claims (3)

軸線方向に所定の隙間をもって配置された一対の鉄骨材が、該鉄骨材より降伏耐力の低いダンパー用鋼材によって接合されてなることを特徴とする制振ダンパー構造。   A vibration damper structure characterized in that a pair of steel frames arranged with a predetermined gap in the axial direction are joined by a damper steel material having a yield strength lower than that of the steel frames. ダンパー用鋼材の両側部に、補剛材がそれぞれ固定されており、この補剛材が鉄骨材にボルト接合されることによって、前記一対の鉄骨材が前記補剛材を介してダンパー用鋼材によって接合されていることを特徴とする請求項1に記載の制振ダンパー構造。   Stiffeners are fixed to both sides of the damper steel, and the stiffeners are bolted to the steel frame, so that the pair of steel frames are connected to the damper steel via the stiffener. The damping damper structure according to claim 1, wherein the damping damper structure is joined. ダンパー用鋼材に、座屈耐力を向上させる補強リブが固定されていることを特徴とする請求項1または2に記載の制振ダンパー構造。   The damping damper structure according to claim 1 or 2, wherein a reinforcing rib for improving buckling strength is fixed to the steel material for damper.
JP2006221544A 2006-08-15 2006-08-15 Vibration proof damper structure Pending JP2008045326A (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2019210781A (en) * 2018-06-08 2019-12-12 三井住友建設株式会社 Truss beam
KR102161201B1 (en) * 2020-06-02 2020-09-29 이선근 damping device
KR102161216B1 (en) * 2020-06-02 2020-09-29 이선근 damping device construction structure
JP2021004444A (en) * 2019-06-25 2021-01-14 株式会社竹中工務店 building

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JPH09256458A (en) * 1996-03-19 1997-09-30 Ohbayashi Corp Vibration control structure
JPH11324399A (en) * 1998-05-19 1999-11-26 Shimizu Corp Shearing yield type steel damper
JP2002220941A (en) * 2001-01-25 2002-08-09 Nkk Corp Vibration control framed structure
JP2004300782A (en) * 2003-03-31 2004-10-28 Fujita Corp Earthquake shaking damping device

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Publication number Priority date Publication date Assignee Title
JPH09256458A (en) * 1996-03-19 1997-09-30 Ohbayashi Corp Vibration control structure
JPH11324399A (en) * 1998-05-19 1999-11-26 Shimizu Corp Shearing yield type steel damper
JP2002220941A (en) * 2001-01-25 2002-08-09 Nkk Corp Vibration control framed structure
JP2004300782A (en) * 2003-03-31 2004-10-28 Fujita Corp Earthquake shaking damping device

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2019210781A (en) * 2018-06-08 2019-12-12 三井住友建設株式会社 Truss beam
JP7051597B2 (en) 2018-06-08 2022-04-11 三井住友建設株式会社 Truss beam
JP2021004444A (en) * 2019-06-25 2021-01-14 株式会社竹中工務店 building
JP7293557B2 (en) 2019-06-25 2023-06-20 株式会社竹中工務店 building
KR102161201B1 (en) * 2020-06-02 2020-09-29 이선근 damping device
KR102161216B1 (en) * 2020-06-02 2020-09-29 이선근 damping device construction structure

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