JP2017082904A - Rod-like vibration isolation member - Google Patents

Rod-like vibration isolation member Download PDF

Info

Publication number
JP2017082904A
JP2017082904A JP2015211689A JP2015211689A JP2017082904A JP 2017082904 A JP2017082904 A JP 2017082904A JP 2015211689 A JP2015211689 A JP 2015211689A JP 2015211689 A JP2015211689 A JP 2015211689A JP 2017082904 A JP2017082904 A JP 2017082904A
Authority
JP
Japan
Prior art keywords
core
joint
rod
strength
deformation
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
JP2015211689A
Other languages
Japanese (ja)
Other versions
JP6803661B2 (en
Inventor
稔 前島
Minoru Maejima
稔 前島
好弓 田中
Yoshimi Tanaka
好弓 田中
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Yokogawa Sumikin Bridge Co Ltd
Original Assignee
Yokogawa Sumikin Bridge Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Yokogawa Sumikin Bridge Co Ltd filed Critical Yokogawa Sumikin Bridge Co Ltd
Priority to JP2015211689A priority Critical patent/JP6803661B2/en
Publication of JP2017082904A publication Critical patent/JP2017082904A/en
Application granted granted Critical
Publication of JP6803661B2 publication Critical patent/JP6803661B2/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Abstract

PROBLEM TO BE SOLVED: To provide a rod-like vibration isolation member capable of resisting against external force by an entire rod-like member while a connection between a core member and a deformation restricting member is being kept and acting as a bridge dropping prevention device even if an axial force more than a designed value acts.SOLUTION: A rod-like core member 1 having a joint part 3 and deformation restricting members 4 arranged outside the core member 1 are provided at both ends in a material axis direction to restrict compression deformation of the main body of the core member 1, and the core member 1 and the deformation restricting members 4 are connected at more than two locations. At least one location of the connected parts is a movable connection part where high strength bolts 8 acting as a connection bolt, for example slide along longitudinal holes 8a, and the core member 1 and the deformation restricting members 4 slide relatively in a material axis direction when an axial force more than the prescribed value acts on it. A connecting yield strength at the connecting part between the core member 1 and the deformation restricting members 4 becomes more than a joint yield strength at the joint part 3 of the core member 1 by increasing the number of connected high strength bolts 8 or by applying the high strength bolt having higher strength than usual one and the like.SELECTED DRAWING: Figure 1

Description

本発明は、制振部材としての機能を有する棒状制振部材に関するものであり、例えば構造物のブレースや横架材などとして用いることができ、さらに橋梁においては、常時は変位拘束部材として、地震時は、落橋防止機能を兼ね備えた制振部材として用いることができる。   The present invention relates to a rod-shaped damping member having a function as a damping member, and can be used as, for example, a brace or a horizontal member of a structure, and in a bridge, as a displacement restraining member, Sometimes, it can be used as a damping member having a function of preventing a fallen bridge.

構造物の耐震性能、制震性能を高めるものとして、制振部材と構造部材を兼ねた制振ブレースなどの棒状制振部材が種々開発され、製品化されている。   Various rod-shaped damping members, such as damping braces that combine the damping member and the structural member, have been developed and commercialized to enhance the earthquake resistance and damping performance of structures.

例えば、特許文献1、特許文献2には、平板または断面十字形の鋼材からなる芯材とその座屈変形を拘束する山形鋼からなる拘束材を用いた座屈拘束型の軸力負担部材が記載されている。   For example, Patent Document 1 and Patent Document 2 include a buckling-restrained axial force bearing member that uses a core material made of a flat plate or cross-shaped steel material and a restraint material made of angle steel that restrains buckling deformation. Have been described.

また特許文献3には、鋼製芯材の外周をアンボンド層を介して座屈拘束用コンクリート部材で覆い、その座屈拘束用コンクリート部材の外周を鋼管で覆って補強した軸降伏型弾塑性履歴ブレースの改良技術が記載されている。   Patent Document 3 discloses a shaft yield type elastoplastic history in which the outer periphery of a steel core is covered with a buckling constraining concrete member via an unbonded layer, and the outer periphery of the buckling constraining concrete member is covered with a steel pipe for reinforcement. An improved brace technique is described.

図11は、従来の棒状制振部材の一例として、平板芯材を用いた座屈拘束型の棒状制振部材の具体例を示したものである。   FIG. 11 shows a specific example of a buckling-restrained rod-shaped damping member using a flat plate core material as an example of a conventional rod-shaped damping member.

基本的な構成は、低降伏点鋼あるいは普通鋼からなるエネルギー吸収材としての芯材1本体の両端部に断面が拡大された継手部2、3を形成し、芯材1本体を四方より変形拘束部材4としての山形鋼で抑え、スペーサー5を介して変形拘束部材4どうしを高力ボルト6で締め付けて、芯材1本体が座屈しないようにしたものである。   The basic structure is to form joints 2 and 3 with enlarged cross sections at both ends of the core 1 body as an energy absorbing material made of low yield point steel or ordinary steel, and deform the core 1 body from four sides. The restraint member 4 is restrained by angle steel, and the deformation restraint members 4 are fastened with high-strength bolts 6 via spacers 5 so that the core material 1 body does not buckle.

この例で、芯材1と変形拘束部材4とは、図11(a)の奥側の固定側接合部と、手前側の可動側接合部の2箇所において、それぞれ高力ボルト7、8で接合されており、可動側接合部の高力ボルト8は芯材1に軸方向の引張力または圧縮力が作用したときに、変形拘束部材4に形成した長孔8aに沿って軸方向に摺動可能となっている。   In this example, the core material 1 and the deformation restraining member 4 are respectively provided with high-strength bolts 7 and 8 at two locations, that is, a fixed-side joint portion on the back side and a movable-side joint portion on the near side in FIG. The high-strength bolt 8 at the movable side joint is slid in the axial direction along the elongated hole 8a formed in the deformation restraining member 4 when an axial tensile force or compressive force is applied to the core material 1. It is possible to move.

すなわち、芯材1に軸方向の引張力が作用したときは芯材1が弾性範囲または弾塑性範囲で伸び、芯材1に軸方向の圧縮力が作用したときは芯材1が弾性範囲または弾塑性範囲で縮み、変形拘束部材4には実質的に軸方向力が作用しないようになっている。   That is, when an axial tensile force acts on the core material 1, the core material 1 extends in an elastic range or an elasto-plastic range, and when an axial compressive force acts on the core material 1, the core material 1 moves in an elastic range or It shrinks in the elasto-plastic range, so that substantially no axial force acts on the deformation restraining member 4.

また、芯材1に軸方向の圧縮力が作用したとき、変形拘束部材4が芯材1本体を四方から拘束していることで、芯材1本体の座屈変形が生じないため、制振部材としてのエネルギー吸収能力をフルに発揮させることができる。   Further, when an axial compressive force is applied to the core material 1, the deformation restraining member 4 restrains the core material 1 body from four directions, so that the buckling deformation of the core material 1 body does not occur. The energy absorbing ability as a member can be fully exhibited.

図12は、従来の棒状制振部材の一例として十字芯材を用いた座屈拘束ブレースの具体例を示したものであり、芯材1本体の断面を十字断面とした点以外の構成および作用効果は図11の平板の場合と同様であるが、芯材1の断面が大きい分、エネルギー吸収能力が高い。   FIG. 12 shows a specific example of a buckling-restrained brace using a cross core material as an example of a conventional bar-shaped vibration damping member. The configuration and operation other than the cross-section of the core material 1 main body are shown. The effect is the same as in the case of the flat plate of FIG. 11, but the energy absorption capacity is high because the cross section of the core material 1 is large.

特開2000−265706号公報JP 2000-265706 A 特開2006−328688号公報JP 2006-328688 A 特開2014−031654号公報JP 2014-031654 A

上述したような従来の棒状制振部材の用途としては、例えば、橋梁の構造部材の一部として、ブレースあるいは横架材などに用いられ、橋梁に作用する地震力などにより、軸方向の引張力や圧縮力が作用したときに、芯材の弾性領域および弾塑性領域に応じてエネルギーの吸収が図れる。   For example, the conventional rod-shaped damping member as described above is used as a part of a structural member of a bridge, such as a brace or a horizontal member, and an axial tensile force due to a seismic force acting on the bridge. When a compressive force is applied, energy can be absorbed according to the elastic region and elasto-plastic region of the core material.

ところで、従来の設計においては、芯材と変形拘束部材の接合部における接合耐力に対し、構造部材としての継手部、すなわち芯材の継手部における継手耐力が優先されているため、設計以上の軸力が作用した場合には接合部の高力ボルトが破断し、芯材と変形拘束部材との接合が切れる恐れがある。   By the way, in the conventional design, the joint strength as the structural member, that is, the joint strength in the joint portion of the core material is given priority over the joint strength in the joint portion between the core material and the deformation restraining member. When force is applied, the high-strength bolt at the joint may break, and the joint between the core member and the deformation restraining member may be broken.

また、橋梁においては、万が一、橋梁に設計以上の荷重が作用して大きな損傷を受けた場合にも、橋桁など上部構造の落下を防止するための落橋防止装置が設けられているが、構造部材とは別途に設計され、設置されるのが一般的である。   In addition, in the case of a bridge, even if the bridge is subjected to a load greater than the design and is damaged greatly, a falling bridge prevention device is provided to prevent the upper structure such as a bridge girder from falling. Generally, it is designed and installed separately.

本発明は、上述のような制振部材としての機能を有する棒状制振部材について、変形拘束部材の接合部における接合耐力が芯材の継手部における継手耐力と同等以上となるようにすることで、設計以上の軸力が作用した場合でも芯材と変形拘束部材との接合が維持されて棒状部材全体で外力に抵抗することができ、また橋梁に用いる場合においては、棒状制振部材の継手耐力を落橋防止としての必要耐力以上とすることで落橋防止機能を兼ね備えた制振部材として適用可能な棒状制振部材を提供することを目的としている。   The present invention provides a rod-shaped damping member having a function as a damping member as described above, such that the joint yield strength at the joint portion of the deformation restraining member is equal to or greater than the joint strength at the joint portion of the core material. Even when an axial force higher than the design is applied, the joint between the core member and the deformation restraining member is maintained, and the entire rod-like member can resist external force. In addition, when used for a bridge, the joint of the rod-like damping member An object of the present invention is to provide a rod-shaped damping member that can be applied as a damping member having a function to prevent a falling bridge by setting the proof strength to be greater than the required proof strength for preventing a falling bridge.

本発明は、芯材本体の材軸方向両端部に継手部を有する棒状の芯材と、前記芯材本体の材軸直角方向外側に配置され、前記芯材本体の圧縮変形を拘束する変形拘束部材とを備え、前記芯材と前記変形拘束部材とは、2箇所以上の接合部で接合されており、前記接合部の少なくとも1箇所は材軸方向に可動な可動接合部となっており、所定以上の軸力が作用した時に、前記芯材と前記変形拘束部材とが材軸方向に相対的に摺動し得るようにした棒状制振部材において、前記芯材と前記変形拘束部材の接合部における接合耐力が前記芯材の継手部における継手耐力と同等以上になるようにしてあることを特徴とする。   The present invention relates to a rod-shaped core material having joint portions at both ends in the material axis direction of the core material body, and a deformation constraint that is disposed outside the core material body in a direction perpendicular to the material axis direction and restricts compressive deformation of the core material body. The core material and the deformation restraining member are joined at two or more joints, and at least one of the joints is a movable joint movable in the material axis direction, In the rod-shaped damping member that allows the core material and the deformation restraining member to slide relative to each other in a material axial direction when an axial force exceeding a predetermined level is applied, the core material and the deformation restraining member are joined. It is characterized in that the joint yield strength in the portion is equal to or greater than the joint yield strength in the joint portion of the core material.

可動接合部については、従来技術として説明した図11、図12と同様に、芯材に軸方向の引張力または圧縮力が作用したときに、可動側接合部の高力ボルトなどの接合ボルトが変形拘束部材に形成した長孔に沿って軸方向に摺動可能としたものや、逆に芯材側に長孔を形成して接合ボルトが長孔に沿って摺動可能としたものなどを用いることができるが、これらに限定されない。   As for the movable joint, as in FIGS. 11 and 12 described as the prior art, when an axial tensile force or compressive force is applied to the core material, a joint bolt such as a high-strength bolt of the movable-side joint is used. What can be slid in the axial direction along the long hole formed in the deformation restraining member, or conversely that the long hole is formed on the core material side so that the joining bolt can slide along the long hole, etc. Although it can be used, it is not limited to these.

例えば、芯材の端部と変形拘束部材の端部に、それぞれ材軸方向と直交するリブプレートを設け、リブプレートどうしボルトでつなぐ構成とし、そのボルト孔に余裕を持たせてリブプレートの間隔が縮まったり広がったりする構造の可動接合部を構成することもできる。   For example, rib plates that are orthogonal to the axial direction of the material are provided at the end of the core and the end of the deformation restraining member, and the rib plates are connected with bolts. It is also possible to configure a movable joint having a structure in which the squeezed or expanded.

好ましい形態として、主として鋼材のみで構成されるいわゆる座屈拘束ブレースの基本形態を有する構成においては、前記芯材は弾塑性域を構成する芯材本体の材軸方向両端部に断面が拡大された弾性域を構成する継手部が形成されたものであり、前記芯材本体の材軸直角方向外側に芯材本体と平行に配置された芯材本体の板厚より厚いスペーサーを有し、前記変形拘束部材は前記芯材およびスペーサーを内側に挟み込んだ形で前記芯材との接合部および前記スペーサーに対しボルト接合されており、かつ前記芯材と前記変形拘束部材との接合部における接合耐力が前記芯材の継手部における継手耐力と同等以上となる構成とすることができる。   As a preferred form, in a structure having a basic form of a so-called buckling-restrained brace mainly composed of only a steel material, the core material is expanded in cross section at both end portions in the material axial direction of the core material body constituting the elastic-plastic region. A joint part forming an elastic region is formed, and has a spacer thicker than the thickness of the core material body disposed parallel to the core material body on the outer side in the direction perpendicular to the material axis of the core material body, and the deformation The constraining member is bolted to the joint between the core material and the spacer in a form sandwiching the core material and the spacer inside, and the joint strength at the joint between the core material and the deformation constraining member is It can be set as the structure used as the joint yield strength or more in the joint part of the said core material.

その場合において、変形拘束部材の両端の接合部における接合耐力が芯材の継手部における継手耐力と同等以上となるようにする手段の一つとしては、変形拘束部材と芯材の継手部とのボルト接合に用いるボルトの本数を増やす手段がある。   In that case, as one of means for ensuring that the joint yield strength at the joints at both ends of the deformation restraint member is equal to or greater than the joint yield strength at the joint portion of the core material, the deformation restraint member and the joint portion of the core material are There are means for increasing the number of bolts used for bolt joining.

また、変形拘束部材と前記芯材の継手部とのボルト接合に用いるボルトに耐力の大きいボルトを用いることで、変形拘束部材の両端の接合部における接合耐力が芯材の継手部における継手耐力と同等以上となるようにすることもできる。   In addition, by using a bolt having a high yield strength for the bolt used for the bolt joint between the deformation restraining member and the joint portion of the core material, the joint yield strength at the joint portion at both ends of the deformation restraint member is the joint yield strength at the joint portion of the core material. It can also be made equal or better.

さらに、変形拘束部材に補剛リブを設けたり、あるいは補剛材を重ねで配置するなどして、変形拘束部材芯材の継手部との接合部における断面を、芯材の両側の継手部間における変形拘束部材の断面より大きくして、変形拘束部材の両端の接合部における接合耐力が芯材の継手部における継手耐力と同等以上となるようにすることもできる。   Furthermore, by providing a stiffening rib on the deformation restraining member, or by arranging stiffeners in layers, the cross section at the joint with the joint of the deformation restraining member core is changed between the joints on both sides of the core. The joint strength at the joints at both ends of the deformation restraint member can be equal to or greater than the joint strength at the joint portion of the core material.

本発明の棒状制振部材では、芯材と変形拘束部材を2箇所以上の接合部で高力ボルトで接合し、所定以上の軸力が作用した時に、ボルト接合部の長孔により芯材と変形拘束部材とが材軸方向に相対的に摺動し得るようにした構成において、芯材と変形拘束部材の接合部における接合耐力が芯材の継手部における継手耐力と同等以上となるようにしてあることで、設計以上の外力が作用した場合でも芯材と変形拘束部材との接合が維持されて棒状構造部材全体で外力に抵抗することができる。   In the rod-shaped damping member of the present invention, the core material and the deformation restraining member are joined with a high-strength bolt at two or more joint portions, and when a predetermined axial force or more acts, In a configuration in which the deformation restraining member can slide relative to the axial direction of the material, the joint strength at the joint between the core material and the deformation restraining member is equal to or greater than the joint strength at the joint portion of the core material. As a result, even when an external force greater than the design is applied, the bonding between the core member and the deformation restraining member is maintained, and the entire rod-shaped structural member can resist the external force.

本発明の棒状制振部材を橋梁に用いる場合においては、落橋防止機能を兼ね備えた構造部材として用いることができる。例えば、橋脚と主桁をつなぐ部材として用いた場合、設計範囲の地震に対しては、芯材の弾性範囲あるいは弾塑性範囲においてエネルギーを吸収し、橋梁の地震応答を低減させることができ、想定以上の地震により、設計した弾塑性範囲以上の外力が作用した場合でも、芯材と変形拘束部材との接合が維持されて棒状制振部材全体で外力に抵抗し、落橋防止装置として機能させることができる。   In the case where the rod-shaped damping member of the present invention is used for a bridge, it can be used as a structural member having a function of preventing a falling bridge. For example, when it is used as a member that connects a bridge pier and a main girder, for an earthquake in the design range, energy can be absorbed in the elastic range or elasto-plastic range of the core material, and the earthquake response of the bridge can be reduced. Even when an external force exceeding the designed elasto-plastic range is applied due to the above earthquake, the joint between the core material and the deformation restraining member is maintained, and the entire rod-shaped damping member resists the external force and functions as a falling bridge prevention device. Can do.

(a)は本発明の棒状制振部材の実施例1における可動側端部の外観を示す斜視図、(b)はその芯材のみを表示した斜視図である。(a) is the perspective view which shows the external appearance of the movable side edge part in Example 1 of the rod-shaped damping member of this invention, (b) is the perspective view which displayed only the core material. (a)は本発明の棒状制振部材の実施例2における可動側端部の外観を示す斜視図、(b)はその芯材のみを表示した斜視図である。(a) is the perspective view which shows the external appearance of the movable side edge part in Example 2 of the rod-shaped damping member of this invention, (b) is the perspective view which displayed only the core material. (a)は本発明の棒状制振部材の実施例3における可動側端部の外観を示す斜視図、(b)はその芯材のみを表示した斜視図である。(a) is the perspective view which shows the external appearance of the movable side edge part in Example 3 of the rod-shaped damping member of this invention, (b) is the perspective view which displayed only the core material. (a)は本発明の棒状制振部材の実施例4における可動側端部の外観を示す斜視図、(b)はその芯材のみを表示した斜視図である。(a) is the perspective view which shows the external appearance of the movable side edge part in Example 4 of the rod-shaped damping member of this invention, (b) is the perspective view which displayed only the core material. (a)は本発明の棒状制振部材の実施例5における可動側端部の外観を示す斜視図、(b)はその芯材のみを表示した斜視図である。(a) is the perspective view which shows the external appearance of the movable side edge part in Example 5 of the rod-shaped damping member of this invention, (b) is the perspective view which displayed only the core material. (a)は本発明の棒状制振部材の実施例6における固定側端部の外観を示す斜視図、(b)はその芯材のみを表示した斜視図である。(a) is the perspective view which shows the external appearance of the fixed side edge part in Example 6 of the rod-shaped damping member of this invention, (b) is the perspective view which displayed only the core material. (a)は本発明の棒状制振部材の実施例7における固定側端部の外観を示す斜視図、(b)はその芯材のみを表示した斜視図である。(a) is the perspective view which shows the external appearance of the fixed side edge part in Example 7 of the rod-shaped damping member of this invention, (b) is the perspective view which displayed only the core material. 本発明の棒状制振部材の設置例1を示す斜視図である。It is a perspective view which shows the example 1 of installation of the rod-shaped damping member of this invention. 本発明の棒状制振部材の設置例2を示す斜視図である。It is a perspective view which shows the example 2 of installation of the rod-shaped damping member of this invention. 本発明の棒状制振部材の設置例3を示す斜視図である。It is a perspective view which shows the example 3 of installation of the rod-shaped damping member of this invention. (a)は従来の棒状制振部材としての座屈拘束ブレースの一例(平板芯材の場合)を示す部分透過斜視図、(b)は軸直角方向の断面図である。(a) is a partially transparent perspective view showing an example (in the case of a flat plate core member) of a buckling restrained brace as a conventional rod-shaped damping member, and (b) is a cross-sectional view perpendicular to the axis. (a)は従来の棒状制振部材としての座屈拘束ブレースの他の例(十字芯材の場合)を示す部分透過斜視図、(b)は軸直角方向の断面図である。(a) is a partially transparent perspective view showing another example (in the case of a cruciform core) of a buckling restrained brace as a conventional rod-shaped damping member, and (b) is a cross-sectional view in the direction perpendicular to the axis.

以下、本発明の具体的な実施形態を添付図面に基づいて説明する。   Hereinafter, specific embodiments of the present invention will be described with reference to the accompanying drawings.

以下の実施例1〜7は、背景技術の項で説明した図10の平板芯材を用いた座屈拘束型の棒状制振部材を基本形態として、それに本発明の構成を適用したものである。構成上、共通する部分については図10の符号も引用して説明し、また共通する部分については一部説明を省略する。   In the following Examples 1 to 7, the configuration of the present invention is applied to a buckling-restrained bar-shaped vibration damping member using the flat plate core material of FIG. 10 described in the background section. . In terms of configuration, common parts will be described with reference to the reference numerals in FIG. 10, and part of the common parts will not be described.

〔実施例1〕
図1は実施例1における可動側端部の外観および芯材を示したものである。
[Example 1]
FIG. 1 shows an appearance and a core material of a movable side end in the first embodiment.

芯材1は図1(a)に示すように本体部分の平板部分が弾塑性域で変形し、十字断面に拡大した継手部2、3は弾性域で変形する形態となっている。   As shown in FIG. 1 (a), the core material 1 has a shape in which the flat plate portion of the main body portion is deformed in an elastic-plastic region, and the joint portions 2 and 3 expanded in a cross-section are deformed in an elastic region.

図10の例では、芯材1と変形拘束部材4の可動側接合部において、変形拘束部材4に形成した材軸方向に長い長孔8aとそれに対応する高力ボルト8が、各面について1つずつであるのに対し、実施例1では十字断面の弾性域を長くとり、長孔8aとそれに対応する高力ボルト8を各面3つずつとすることで、可動側接合部における芯材1と変形拘束部材4の接合耐力が構造部材としての継手部3における継手耐力と同等またはより大きくなるようにしている。   In the example of FIG. 10, at the movable side joint between the core material 1 and the deformation restraining member 4, the long hole 8 a formed in the deformation restraining member 4 in the material axis direction and the corresponding high strength bolt 8 are 1 for each surface. In contrast, in Example 1, the elastic region of the cross-section is made longer, and the elongated holes 8a and the corresponding high-strength bolts 8 are provided on each side, so that the core material in the movable side joint portion. The joint yield strength of 1 and the deformation restraining member 4 is equal to or greater than the joint strength of the joint portion 3 as a structural member.

芯材1と変形拘束部材4の固定側接合部については図示を省略しているが、同様に芯材1と変形拘束部材4を接合する高力ボルト7の本数を3本とすることで、固定側接合部における芯材1と変形拘束部材4の接合耐力が構造部材としての継手部3における継手耐力と同等またはより大きくなるようにする。   Although illustration is abbreviate | omitted about the fixed side junction part of the core material 1 and the deformation | transformation restraint member 4, by making the number of the high strength bolts 7 which join the core material 1 and the deformation restraint member 4 into three similarly, The joint strength of the core member 1 and the deformation restraining member 4 at the fixed-side joint is set equal to or greater than the joint strength at the joint 3 as a structural member.

なお、図示した例で、十字断面の継手部3のボルト孔3aは各面2つずつ(合計8つ)であるが、単純に高力ボルト6、7、8のボルト本数で決まるわけではなく、本発明では芯材1と変形拘束部材4との接合部における接合耐力が芯材1の両端の継手部2、3における継手耐力と同等以上となることを条件としている。   In the illustrated example, the number of bolt holes 3a of the joint part 3 having a cross-section is two on each side (eight in total), but is not simply determined by the number of bolts of the high-strength bolts 6, 7, and 8. In the present invention, the condition is that the joint yield strength at the joint between the core material 1 and the deformation restraining member 4 is equal to or greater than the joint yield strength at the joint portions 2 and 3 at both ends of the core material 1.

〔実施例2〕
図2は実施例2における可動側端部の外観および芯材を示したものである。
[Example 2]
FIG. 2 shows the appearance and core material of the movable side end in the second embodiment.

実施例1との違いは、3つの長孔のうち、真ん中の長孔8aのみを変形拘束部材4とし、両側の長孔8bを芯材1側に設けた点である。   The difference from the first embodiment is that, among the three long holes, only the middle long hole 8a is used as the deformation restraining member 4 and the long holes 8b on both sides are provided on the core material 1 side.

芯材1側に長孔8bを設けた場合、外からの目視では変形量がみえないが、真ん中の長孔8aが変形拘束部材4に設けられていることで、変形量を目視することができる。   When the long hole 8b is provided on the core material 1 side, the amount of deformation cannot be seen visually from the outside. However, since the middle long hole 8a is provided in the deformation restraining member 4, the amount of deformation can be visually observed. it can.

〔実施例3〕
図3は実施例3における可動側端部の外観および芯材を示したものである。
Example 3
FIG. 3 shows the appearance and core material of the movable side end in the third embodiment.

実施例3では、3つの長孔8bを全て芯材1側に形成している。この場合、変形拘束部材4の断面欠損を最小に抑えることができる反面、変形量を目視することができない。   In Example 3, all three long holes 8b are formed on the core material 1 side. In this case, the cross-sectional defect of the deformation restraining member 4 can be minimized, but the deformation amount cannot be visually observed.

〔実施例4〕
図4は実施例4における可動側端部の外観および芯材を示したものである。
Example 4
FIG. 4 shows the appearance and core material of the movable side end in the fourth embodiment.

実施例4は、高力ボルト7、8の本数を増やす代わりに、長孔8a部分によりサイズが大きく耐力の大きい高力ボルト7、8(固定側の高力ボルト7は図示していないが、可動側の高力ボルト8と同様のものとする)を用いることで、芯材1と変形拘束部材4との接合部における接合耐力が芯材1の両端の継手部2、3における継手耐力と同等以上となるようにしたものである。   In Example 4, instead of increasing the number of high-strength bolts 7 and 8, high-strength bolts 7 and 8 having a large size and large proof strength due to the long hole 8a portion (the high-strength bolt 7 on the fixed side is not shown in the figure) By using a high-strength bolt 8 on the movable side), the joint yield strength at the joint portion between the core material 1 and the deformation restraining member 4 is the joint strength at the joint portions 2 and 3 at both ends of the core material 1. It is designed to be equivalent or better.

なお、この場合、図示のようにアングル材11を重ねるなどして、芯材1と変形拘束部材4の接合部を補剛することが好ましい。   In this case, it is preferable to stiffen the joint between the core member 1 and the deformation restraining member 4 by overlapping the angle member 11 as shown in the figure.

〔実施例5〕
図5は実施例5における可動側端部の外観および芯材を示したものである。
Example 5
FIG. 5 shows the appearance and core material of the movable side end in the fifth embodiment.

実施例5は、芯材1の十字断面とした部分と変形拘束部材4の端部に、それぞれリブプレート12、13を溶接等により取り付け、これらのリブプレート12、13どうしをボルト14でつなぐことで、芯材1と変形拘束部材4との接合部における接合耐力が芯材1の両端の継手部2、3における継手耐力と同等以上となるようにしたものである。   In the fifth embodiment, rib plates 12 and 13 are attached to the cross-section portion of the core material 1 and the end portions of the deformation restraining member 4 by welding or the like, and the rib plates 12 and 13 are connected to each other with bolts 14. Thus, the joint strength at the joint between the core material 1 and the deformation restraining member 4 is equal to or greater than the joint strength at the joint portions 2 and 3 at both ends of the core material 1.

この実施例においてはリブプレート12、13に形成されるボルト孔の内径をボルト14の軸径より大きくし、長孔8aと高力ボルト8部分での摺動に加え、リブプレート12、13どうしをつなぐボルト14部分でも材軸方向の相対変位が可能な構造となっている。   In this embodiment, the inner diameter of the bolt hole formed in the rib plates 12 and 13 is made larger than the shaft diameter of the bolt 14, and in addition to sliding at the long hole 8a and the high strength bolt 8 portion, the rib plates 12 and 13 are mutually connected. Even the bolt 14 connecting the two has a structure capable of relative displacement in the material axis direction.

〔実施例6〕
図6は実施例6における固定側端部の外観および芯材を示したものである。
Example 6
FIG. 6 shows the appearance and core material of the fixed-side end portion in Example 6.

実施例6は固定側端部について、芯材1とアングル材からなる変形拘束部材4との固定側接合部について、高力ボルト7による接合を1面について2つ以上(図では2つ)とし、芯材1と変形拘束部材4との接合部における接合耐力が芯材1の継手部2における継手耐力と同等以上となるようにしたものである。   In Example 6, with respect to the fixed-side end portion, with respect to the fixed-side joint portion between the core material 1 and the deformation restraining member 4 made of the angle material, two or more joints (two in the figure) are used for one surface. The joint strength at the joint between the core material 1 and the deformation restraining member 4 is equal to or greater than the joint strength at the joint 2 of the core material 1.

〔実施例7〕
図7は実施例7における固定側端部の外観および芯材を示したものである。
Example 7
FIG. 7 shows the appearance and core material of the fixed side end portion in Example 7.

実施例7は可動側端部に関する実施例4と同様に、高力ボルト7の本数を増やす代わりに、サイズが大きく耐力の大きい高力ボルト7を用いることで、芯材1と変形拘束部材4との接合部における接合耐力が芯材1の継手部2における継手耐力と同等以上となるようにしたものである。   In the seventh embodiment, similarly to the fourth embodiment related to the movable side end portion, instead of increasing the number of the high strength bolts 7, the core material 1 and the deformation restraining member 4 are used by using the high strength bolts 7 having a large size and a large proof stress. The joint yield strength at the joint part is equal to or greater than the joint yield strength at the joint part 2 of the core 1.

〔設置例1〕
図8は本発明の棒状制振部材Aの設置例の一例として、橋梁の橋台21の側面に取り付けた受け材24と主桁22の下面に突出させた受け材23との間をつなぐ形で、本発明の棒状制振部材Aを設置した場合を示したものである。この棒状制振部材Aは、上述した実施例1〜7のいずれでもよく、また本発明の基本構成を備えるものであれば、実施例1〜7のものに限定されない。
[Installation example 1]
FIG. 8 shows an example of the installation of the rod-shaped damping member A of the present invention in a form connecting the receiving material 24 attached to the side surface of the bridge abutment 21 and the receiving material 23 protruding from the lower surface of the main girder 22. The case where the rod-shaped damping member A of the present invention is installed is shown. This rod-shaped damping member A may be any of the above-described Examples 1 to 7, and is not limited to those of Examples 1 to 7 as long as it has the basic configuration of the present invention.

橋梁に作用する輪荷重、風荷重等の常時荷重に対しては、棒状制振部材の芯材を弾性範囲に留めることで外力に抵抗し、大規模な地震力に対しては、棒状制振部材の芯材の一部を塑性化させ弾塑性域で繰り返し変形し、そのエネルギー吸収能力によって橋梁の振動を抑制する。   For constant loads such as wheel loads and wind loads acting on the bridge, the core material of the rod-shaped damping member resists external forces by keeping it in the elastic range, and for large-scale seismic forces, rod-shaped damping is applied. Part of the core material of the member is plasticized and repeatedly deformed in the elastic-plastic region, and vibration of the bridge is suppressed by its energy absorption ability.

本発明の棒状制振部材Aは、さらに芯材と変形拘束部材の接合部における接合耐力が芯材の継手部における継手耐力と同等以上となるようにしてあることで、万が一、想定を超える大きな地震力が作用した場合でも芯材と変形拘束部材との接合が維持されて棒状構造部材A全体で外力に抵抗することができる。   The rod-shaped damping member A of the present invention is such that the joint yield strength at the joint portion between the core member and the deformation restraining member is equal to or greater than the joint yield strength at the joint portion of the core member. Even when the seismic force is applied, the bonding between the core member and the deformation restraining member is maintained, and the entire rod-shaped structural member A can resist the external force.

すなわち、図8の構成において大地震などにより、主桁22の支承が破断した場合などにおいては、棒状制振部材Aに制振ダンパーとしての性能を超える軸荷重及び曲げ荷重がかかることになるが、本発明の棒状制振部材Aによれば芯材と変形拘束部材との接合が維持されて棒状制振部材A全体で外力による軸荷重及び曲げ荷重に抵抗し、落橋防止装置として機能させることができる。   That is, in the configuration of FIG. 8, when the support of the main girder 22 is broken due to a large earthquake or the like, the rod-shaped damping member A is subjected to an axial load and a bending load exceeding the performance as a damping damper. According to the rod-shaped damping member A of the present invention, the bonding between the core member and the deformation restraining member is maintained, and the rod-shaped damping member A as a whole resists axial load and bending load due to external force, and functions as a falling bridge prevention device. Can do.

〔設置例2〕
図9は本発明の棒状制振部材Aの他の設置例として、橋梁の橋台21の側面に取り付けた受け材26と主桁22の両側面に取り付けた受け材25との間をつなぐ形で、本発明の棒状制振部材Aを設置した場合を示したものである。
[Installation example 2]
FIG. 9 shows another installation example of the rod-shaped damping member A according to the present invention, in which the receiving member 26 attached to the side surface of the bridge abutment 21 and the receiving member 25 attached to both side surfaces of the main girder 22 are connected. The case where the rod-shaped damping member A of the present invention is installed is shown.

通常の設計範囲の外力に対しては、棒状制振部材Aの芯材が弾性域あるいは弾塑性域で繰り返し変形し、そのエネルギー吸収能力によって橋梁の振動を抑制し、万が一、想定を超える大きな地震力が作用した場合でも芯材と変形拘束部材との接合が維持されて棒状構造部材A全体で外力に抵抗し、落橋防止装置として機能させることができる点は図8の設置例1と同様である。   For external forces in the normal design range, the core material of the rod-shaped damping member A is repeatedly deformed in the elastic region or elasto-plastic region, and the vibration absorption of the bridge is suppressed by its energy absorption capacity. Even when a force is applied, the joint between the core member and the deformation restraining member is maintained, the whole rod-shaped structural member A can resist external force, and can function as a fallen bridge prevention device in the same manner as the installation example 1 in FIG. is there.

〔設置例3〕
図10は本発明の棒状制振部材Aの他の設置例として、橋軸直角方向に対する棒状制振部材Aを橋台の中間に設けられた支柱31と主桁22とを介するように、左右それぞれに設置した場合を示したものである。
[Installation example 3]
FIG. 10 shows another example of installation of the rod-shaped damping member A according to the present invention, in which the rod-shaped damping member A with respect to the direction perpendicular to the bridge axis is arranged on the left and right sides via the column 31 and the main girder 22 provided in the middle of the abutment. This shows the case where it is installed.

この例での橋梁は、橋脚27の上に、橋軸方向への主桁22、橋軸直角方向への横梁29、これらの上に設置される床版30等からなる。この橋梁は機能分離型制振構造となっており、支柱31、棒状制振部材A(水平荷重支持部材)、受け材32、補剛材33等からなる水平荷重支持機構が橋軸直角方向に備わっている。鉛直荷重支持機構は支承28による。   The bridge in this example includes a main girder 22 in the direction of the bridge axis, a cross beam 29 in the direction perpendicular to the bridge axis, a floor slab 30 installed on these, and the like on the pier 27. This bridge has a function-separated vibration control structure, and a horizontal load support mechanism composed of a column 31, a rod-shaped vibration control member A (horizontal load support member), a receiving material 32, a stiffening material 33, etc. is perpendicular to the bridge axis. It is equipped. The vertical load support mechanism is based on the bearing 28.

橋軸方向に互いに平行に相対向して並立する主桁22間における橋軸直角方向の中間の橋脚27の上部に棒状制振部材Aを支持するための支柱31が設けられ、各主桁22には棒状制振部材Aを支持固定する受け材32が設けられ、支柱31を中心に線対称に一対の棒状制振部材Aからなる水平荷重支持部材が橋軸直角方向に水平に配置され、各棒状制振部材Aの一端は支柱31に取付けられ他端は受け材32に固定されている。   A column 31 for supporting the rod-shaped damping member A is provided on the upper part of the intermediate bridge pier 27 in the direction perpendicular to the bridge axis between the main beams 22 that face each other in parallel with each other in the bridge axis direction. Is provided with a receiving member 32 for supporting and fixing the rod-shaped damping member A, and a horizontal load supporting member made up of a pair of rod-shaped damping members A is arranged horizontally in a direction perpendicular to the bridge axis, with the column 31 as the center of symmetry. One end of each rod-shaped damping member A is attached to the column 31 and the other end is fixed to the receiving member 32.

支柱31は、この例ではH形鋼を主体としたH形状のものであり、橋脚27の上面に載置されている。このような構成において、例えば、地震等により橋梁が揺れ、棒状制振部材Aの軸力が設定荷重に達した時、ダンパー機能が発揮されることで上部構造からの水平荷重をそのまま下部構造へ伝えることなく、これらの荷重を低減させることが可能となる。   In this example, the column 31 has an H shape mainly composed of an H-shaped steel, and is placed on the upper surface of the pier 27. In such a configuration, for example, when the bridge shakes due to an earthquake or the like and the axial force of the rod-shaped damping member A reaches the set load, the damper function is exerted so that the horizontal load from the upper structure is directly transferred to the lower structure. These loads can be reduced without transmission.

さらに、想定以上の大地震などにより、支承28位置での支持が不能となった場合などにおいては、棒状制振部材Aに制振ダンパーとしての性能を超える軸荷重及び曲げ荷重がかかることになるが、本発明の棒状制振部材Aによれば芯材と変形拘束部材との接合が維持されて棒状制振部材A全体で外力による軸荷重及び曲げ荷重に抵抗し、落橋防止装置として機能させることができる。   Furthermore, when the support at the position of the support 28 is not possible due to a large earthquake or the like beyond expectation, an axial load and a bending load exceeding the performance as a vibration damper are applied to the rod-shaped vibration damping member A. However, according to the rod-shaped damping member A of the present invention, the joint between the core member and the deformation restraining member is maintained, and the rod-shaped damping member A as a whole resists axial load and bending load due to external force, and functions as a falling bridge prevention device. be able to.

A…棒状制振部材、
1…芯材、2…継手部、3…継手部、4…変形拘束部材、5…スペーサー、6…高力ボルト、7…高力ボルト、8…高力ボルト、8a…長孔、8b…長孔(芯材側)、11…アングル材、12…リブプレート、13…リブプレート、
21…橋台、22…主桁、23…受け材、24…受け材、25…受け材、26…受け材、27…橋脚、28…支承、29…横梁、30…床版、31…支柱、32…受け材、33…補剛材
A ... Rod-shaped damping member,
DESCRIPTION OF SYMBOLS 1 ... Core material, 2 ... Joint part, 3 ... Joint part, 4 ... Deformation restraint member, 5 ... Spacer, 6 ... High strength bolt, 7 ... High strength bolt, 8 ... High strength bolt, 8a ... Long hole, 8b ... Long hole (core material side), 11 ... Angle material, 12 ... Rib plate, 13 ... Rib plate,
21 ... Abutment, 22 ... Main girder, 23 ... Receiving material, 24 ... Receiving material, 25 ... Receiving material, 26 ... Receiving material, 27 ... Receiving pier, 28 ... Bearing, 29 ... Cross beam, 30 ... Floor slab, 31 ... Post, 32 ... Receiver, 33 ... Stiffener

Claims (6)

芯材本体の材軸方向両端部に継手部を有する棒状の芯材と、前記芯材本体の材軸直角方向外側に配置され、前記芯材本体の圧縮変形を拘束する変形拘束部材とを備え、前記芯材と前記変形拘束部材とは、2箇所以上の接合部で接合されており、前記接合部の少なくとも1箇所は材軸方向に可動な可動接合部となっており、所定以上の軸力が作用した時に、前記芯材と前記変形拘束部材とが材軸方向に相対的に摺動し得るようにした棒状制振部材において、前記芯材と前記変形拘束部材との接合部における接合耐力が前記芯材の継手部における継手耐力と同等以上となるようにしてあることを特徴とする棒状制振部材。   A rod-shaped core material having joint portions at both ends in the material axis direction of the core material main body, and a deformation restraining member that is disposed outside the core material main body in a direction perpendicular to the material axis direction and restrains the compressive deformation of the core material main body. The core material and the deformation restraining member are joined at two or more joints, and at least one of the joints is a movable joint that is movable in the material axis direction, and a predetermined number of shafts or more. In a rod-shaped vibration damping member that allows the core material and the deformation restraining member to slide relative to each other in the axial direction when a force is applied, joining at a joint portion between the core material and the deformation restraining member A rod-shaped vibration damping member characterized by having a proof strength equal to or greater than a joint proof strength in a joint portion of the core material. 請求項1記載の棒状制振部材において、前記可動接合部は材軸方向に延びる長孔に対し材軸直角方向に通したボルトによって接合され、該ボルトが前記長孔内で摺動可能となっていることを特徴とする棒状制振部材。   2. The rod-shaped damping member according to claim 1, wherein the movable joint portion is joined by a bolt passing in a direction perpendicular to the material axis with respect to a long hole extending in the material axis direction, and the bolt can slide in the long hole. A rod-shaped damping member characterized by that. 請求項1または2記載の棒状制振部材において、前記芯材は弾塑性域を構成する芯材本体の材軸方向両端部に断面が拡大された弾性域を構成する継手部が形成されたものであり、前記芯材本体の材軸直角方向外側に芯材本体と平行に配置された芯材本体の板厚より厚いスペーサーを有し、前記変形拘束部材は前記芯材およびスペーサーを内側に挟み込んだ形で前記芯材との接合部および前記スペーサーに対しボルト接合されており、かつ前記芯材と前記変形拘束部材との接合部における接合耐力が前記芯材の継手部における継手耐力と同等以上となるようにしてあることを特徴とする棒状制振部材。   3. The rod-shaped vibration damping member according to claim 1 or 2, wherein the core material is formed with a joint portion constituting an elastic region whose cross section is enlarged at both end portions in the material axis direction of the core material body constituting the elastic-plastic region. And a spacer thicker than the thickness of the core material body arranged parallel to the core material body on the outer side in the direction perpendicular to the material axis of the core material body, and the deformation restraining member sandwiches the core material and the spacer inside. It is bolt-bonded to the joint portion with the core material and the spacer in an elliptical form, and the joint strength at the joint portion between the core material and the deformation restraining member is equal to or greater than the joint strength at the joint portion of the core material A rod-shaped damping member, characterized in that: 請求項3記載の棒状制振部材において、前記変形拘束部材と前記芯材の継手部とのボルト接合に用いるボルトの本数を増やすことで、前記変形拘束部材の両端の接合部における接合耐力が前記芯材の継手部における継手耐力と同等以上となるようにしてあることを特徴とする棒状制振部材。   The rod-shaped damping member according to claim 3, wherein the number of bolts used for the bolt joint between the deformation restraining member and the joint portion of the core member is increased so that the joint yield strength at the joints at both ends of the deformation restraining member is A rod-shaped damping member characterized by having a joint proof strength equal to or greater than a joint proof stress in a joint portion of a core material. 請求項3記載の棒状制振部材において、前記変形拘束部材と前記芯材の継手部とのボルト接合に用いるボルトに耐力の大きいボルトを用いることで、前記変形拘束部材の両端の接合部における接合耐力が前記芯材の継手部における継手耐力と同等以上となるようにしてあることを特徴とする棒状制振部材。   The rod-shaped damping member according to claim 3, wherein a bolt having a high yield strength is used as a bolt used for a bolt joint between the deformation restraining member and the joint portion of the core member, thereby joining at the joint portions at both ends of the deformation restraining member. A rod-shaped vibration damping member characterized by having a proof strength equal to or greater than a joint proof strength in a joint portion of the core material. 請求項4または5記載の棒状制振部材において、前記変形拘束部材の前記芯材の継手部との接合部における断面を、前記芯材の両側の継手部間における変形拘束部材の断面より大きくしてあることを特徴とする棒状制振部材。   The rod-shaped damping member according to claim 4 or 5, wherein a cross section of the deformation constraining member at a joint portion with a joint portion of the core member is made larger than a cross section of the deformation constraining member between joint portions on both sides of the core member. A rod-like damping member characterized by
JP2015211689A 2015-10-28 2015-10-28 Rod-shaped damping member Active JP6803661B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2015211689A JP6803661B2 (en) 2015-10-28 2015-10-28 Rod-shaped damping member

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2015211689A JP6803661B2 (en) 2015-10-28 2015-10-28 Rod-shaped damping member

Publications (2)

Publication Number Publication Date
JP2017082904A true JP2017082904A (en) 2017-05-18
JP6803661B2 JP6803661B2 (en) 2020-12-23

Family

ID=58711695

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2015211689A Active JP6803661B2 (en) 2015-10-28 2015-10-28 Rod-shaped damping member

Country Status (1)

Country Link
JP (1) JP6803661B2 (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2019031827A (en) * 2017-08-08 2019-02-28 株式会社横河住金ブリッジ Function separation type shock absorber and bridge provided with function separation type shock absorber
JP2019065683A (en) * 2017-09-29 2019-04-25 株式会社横河住金ブリッジ Function separation type impact absorber
JP2019065532A (en) * 2017-09-29 2019-04-25 株式会社横河住金ブリッジ Axial force resistant member

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2006328688A (en) * 2005-05-24 2006-12-07 Sumikin Kansai Kogyo Kk Buckling restraining-type axial force bearing member
JP2012036601A (en) * 2010-08-05 2012-02-23 Mitsubishi Heavy Ind Ltd Vibration control damper
JP2012122287A (en) * 2010-12-10 2012-06-28 Ihi Corp Fall prevention device and installation method for the same

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2006328688A (en) * 2005-05-24 2006-12-07 Sumikin Kansai Kogyo Kk Buckling restraining-type axial force bearing member
JP2012036601A (en) * 2010-08-05 2012-02-23 Mitsubishi Heavy Ind Ltd Vibration control damper
JP2012122287A (en) * 2010-12-10 2012-06-28 Ihi Corp Fall prevention device and installation method for the same

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2019031827A (en) * 2017-08-08 2019-02-28 株式会社横河住金ブリッジ Function separation type shock absorber and bridge provided with function separation type shock absorber
JP7017879B2 (en) 2017-08-08 2022-02-09 株式会社横河Nsエンジニアリング A bridge equipped with a function-separated shock absorber and a function-separated shock absorber
JP2019065683A (en) * 2017-09-29 2019-04-25 株式会社横河住金ブリッジ Function separation type impact absorber
JP2019065532A (en) * 2017-09-29 2019-04-25 株式会社横河住金ブリッジ Axial force resistant member

Also Published As

Publication number Publication date
JP6803661B2 (en) 2020-12-23

Similar Documents

Publication Publication Date Title
JP4861067B2 (en) Steel frame
KR101164413B1 (en) Stiffness increasing buckling-restrained braces for low-to-moderate earthquakes using friction material
JP2017082904A (en) Rod-like vibration isolation member
JP2003193699A (en) Elasto-plastic, visco-elastic brace
KR101733091B1 (en) Buckling Restraint Brace with assembly type steel restraint material
JP4414833B2 (en) Seismic walls using corrugated steel
JP2000213200A (en) Damping construction
JP6169486B2 (en) Buckling restraint brace
JP5940416B2 (en) building
JP2009161937A (en) Damping frame
JP5132503B2 (en) Seismic structure and building
JP3616889B2 (en) Damping damper
JP2009280963A (en) Vibration control frame using composite damper
JP4746023B2 (en) Seismic retrofit method for steel structures and seismic steel structures
JP6268998B2 (en) End structure of steel member
JP4870483B2 (en) Member holding device and member holding method
JP2018003535A (en) Division unit of buckling restriction brace, and buckling restriction brace
JP2012225411A (en) Anti-seismic device with built-in damper with deformation restriction function
JP2012219553A (en) Vibration control structure
JP6717636B2 (en) Vibration control device
JP2019214881A (en) Buckling restrained brace
JP5338382B2 (en) Vibration control panel
JP3392027B2 (en) Braces
JP2019031827A (en) Function separation type shock absorber and bridge provided with function separation type shock absorber
JP6976653B2 (en) Axial force member

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20181004

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20190815

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20190820

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20191018

A02 Decision of refusal

Free format text: JAPANESE INTERMEDIATE CODE: A02

Effective date: 20200107

C60 Trial request (containing other claim documents, opposition documents)

Free format text: JAPANESE INTERMEDIATE CODE: C60

Effective date: 20200402

C22 Notice of designation (change) of administrative judge

Free format text: JAPANESE INTERMEDIATE CODE: C22

Effective date: 20200609

C13 Notice of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: C13

Effective date: 20200825

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20200930

C302 Record of communication

Free format text: JAPANESE INTERMEDIATE CODE: C302

Effective date: 20200930

C22 Notice of designation (change) of administrative judge

Free format text: JAPANESE INTERMEDIATE CODE: C22

Effective date: 20201013

C23 Notice of termination of proceedings

Free format text: JAPANESE INTERMEDIATE CODE: C23

Effective date: 20201027

C03 Trial/appeal decision taken

Free format text: JAPANESE INTERMEDIATE CODE: C03

Effective date: 20201201

C30A Notification sent

Free format text: JAPANESE INTERMEDIATE CODE: C3012

Effective date: 20201201

R150 Certificate of patent or registration of utility model

Ref document number: 6803661

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20201201