JP2023004536A

JP2023004536A - Stud-type steel damper

Info

Publication number: JP2023004536A
Application number: JP2021106285A
Authority: JP
Inventors: 涼太戸張; Ryota Tobari; 光寿吉永; Mitsutoshi Yoshinaga; 卓也植木; Takuya Ueki; 陽介金城; Yosuke Kaneshiro
Original assignee: JFE Steel Corp; JFE Civil Engineering and Construction Corp
Current assignee: JFE Steel Corp; JFE Civil Engineering and Construction Corp
Priority date: 2021-06-28
Filing date: 2021-06-28
Publication date: 2023-01-17
Anticipated expiration: 2041-06-28
Also published as: JP7262518B2; JP2023098991A

Abstract

To provide a stud-type steel damper constituted by fixing a plurality of steel members having an H-shaped cross-section to each other in a state of being arranged in parallel, capable of efficiently drawing out the energy absorbing capacity of a region having small yield strength provided in a web of a central part of each steel member.SOLUTION: A stud-type steel damper, which is mounted between the upper and lower beams of a frame consisting of columns and beams, is constructed by joining flanges with multiple steel members having H-shaped sections in parallel. An opening is provided in the web at the center in the longitudinal direction of each steel member, and a shear panel made of a low yield point steel with low yield strength is arranged to close the opening and is joined to the web and the flange member. The thickness of the flange of the steel members is at least 22 mm. The joint between the flanges of each steel member is made in the area where no shear panel is provided in the longitudinal direction of the steel member.SELECTED DRAWING: Figure 1

Description

特許法第３０条第２項適用申請有り令和２年７月２０日発行の２０２０年度日本建築学会大会（関東）学術講演梗概集・建築デザイン発表梗概集ＤＶＤにて発表There is an application for the application of Article 30, Paragraph 2 of the Patent Law Presented in the 2020 Annual Meeting of the Architectural Institute of Japan (Kanto) Summaries of academic lectures and summaries of architectural design presentation DVDs issued on July 20, 2020

本発明は、柱と梁とからなる架構に取付けられ、地震時等に構造物に入力するエネルギーを吸収して構造物の振動を低減するために用いられる間柱型鋼材ダンパーに関する。 The present invention relates to a stud-type steel damper attached to a frame consisting of columns and beams and used to absorb energy input to the structure during an earthquake or the like and reduce vibration of the structure.

柱と梁とからなる架構において上側の梁と下側の梁との間に取り付けられ、構造物に地震力等の外力が作用した時に構造物よりも先に塑性変形してエネルギーを吸収し、構造物の損傷や振動を抑制する、間柱型の耐震部材や制振部材が、種々用いられている。 It is installed between the upper beam and the lower beam in the frame structure consisting of columns and beams, and when an external force such as an earthquake force acts on the structure, it plastically deforms before the structure and absorbs the energy. Various types of stud-type earthquake-resistant members and damping members are used to suppress damage and vibration of structures.

例えば、特許文献１には、ウェブに降伏耐力が低い領域（低降伏点領域）を有するＨ形鋼を、横方向に連続して接合した耐震壁が開示されている。特許文献１にはさらに、隣接するＨ形鋼のフランジどうしの固定範囲を変化させることにより、耐震壁が設置される構造物等の強度に応じて、耐震壁のフランジに作用する軸力及び剛性を調整して、構造物の座屈や破壊を防止することも開示されている。具体的には、横方向に連続して接合したＨ形鋼のフランジ同士の固定範囲を、各Ｈ形鋼の上端部及び下端部のみに限定することで、耐震壁を構成する各Ｈ形鋼のフランジから、耐震壁が取り付けられる構造物の梁に作用する力を抑え、梁の損傷を防ぐようにしている。 For example, Patent Literature 1 discloses a shear wall in which H-shaped steel having a low yield strength region (low yield point region) is continuously joined in the lateral direction to a web. Furthermore, Patent Document 1 discloses that by changing the fixing range between the flanges of the adjacent H-section steel, the axial force and rigidity acting on the flange of the earthquake-resistant wall can be adjusted according to the strength of the structure in which the earthquake-resistant wall is installed. to prevent buckling and failure of the structure. Specifically, by limiting the fixing range of the flanges of the H-section steel, which are continuously joined in the horizontal direction, to only the upper end and the lower end of each H-section steel, each H-section steel that constitutes the seismic wall The flange prevents damage to the beams by suppressing the force acting on the beams of the structure to which the seismic wall is attached.

特開平１０－１５３０１３号公報JP-A-10-153013

しかし、特許文献１では、耐震壁を構成するＨ形鋼のウェブに設けられる、低降伏点領域のエネルギー吸収能力を高めるための構造は、必ずしも開示されていない。特許文献１に開示されるように、横方向に連続して接合したＨ形鋼のフランジ同士の固定範囲を、各Ｈ形鋼の上端部及び下端部のみに限定すると、耐震壁全体の剛性が低下してしまうため、各Ｈ形鋼の低降伏点領域のエネルギー吸収能力を引き出しにくい。 However, Patent Literature 1 does not necessarily disclose a structure for enhancing the energy absorption capacity of the low yield point region, which is provided in the H-section steel web that constitutes the seismic wall. As disclosed in Patent Document 1, when the fixing range of the flanges of the H-section steel joined continuously in the lateral direction is limited to only the upper end and the lower end of each H-section steel, the rigidity of the entire earthquake-resistant wall is increased. Therefore, it is difficult to draw out the energy absorption capacity of the low yield point region of each H-section steel.

本発明は、上記課題を解決するためになされたものであって、Ｈ形断面を有する複数本の鋼材が平行に配設された状態で互いに固定されて構成された間柱型鋼材ダンパーにおいて、各鋼材の中央部のウェブに設けられる降伏耐力が小さい領域のエネルギー吸収能力を効率的に引き出すことのできる間柱型鋼材ダンパーを提供することを目的とする。 SUMMARY OF THE INVENTION The present invention has been made to solve the above problems. An object of the present invention is to provide a stud-type steel damper capable of efficiently drawing out the energy absorption capacity of a region having a small yield strength provided in the central web of the steel material.

上記課題を解決するための手段は、以下の通りである。
［１］柱と梁とからなる架構の上側の梁と下側の梁との間に取り付けられる間柱型鋼材ダンパーであって、Ｈ形断面を有する複数本の鋼材が平行に並べられた状態で、前記複数本の鋼材のフランジ同士が接合されて構成され、前記複数本の鋼材の長さ方向の中央部の前記ウェブには開口部が設けられ、前記鋼材よりも降伏耐力が小さい低降伏点鋼からなるせん断パネルが前記開口部を塞ぐように配置されて前記ウェブ及び／又は前記フランジに接合され、前記鋼材のフランジの厚さは２２ｍｍ以上であり、前記複数本の鋼材の前記フランジ同士の接合は、前記長さ方向において前記せん断パネルが設けられていない領域でなされている、間柱型鋼材ダンパー。
［２］前記複数本の鋼材の前記フランジ同士は、前記長さ方向において前記せん断パネルが設けられていない領域の全てにおいて接合されている、［１］に記載の間柱型鋼材ダンパー。
［３］柱と梁とからなる架構の上側の梁と下側の梁との間に取り付けられる間柱型鋼材ダンパーであって、板状断面を有するウェブ材及びフランジ材が、互いに交差する向きに交互に平行に並べられた状態で、接合されて構成され、前記ウェブ材の長さ方向の中央部には開口部が設けられ、前記ウェブ材よりも降伏耐力が小さい低降伏点鋼からなるせん断パネルが前記開口部を塞ぐように配置されて前記ウェブ材及び／又は前記フランジ材に接合され、前記フランジ材の厚さは４０ｍｍ以下である、間柱型鋼材ダンパー。
［４］前記せん断パネルの幅厚比は５６以下である、［１］～［３］のいずれかに記載の間柱型鋼材ダンパー。
［５］前記せん断パネルの少なくとも一方の面には、スチフナが設けられている、［１］～［４］のいずれかに記載の間柱型鋼材ダンパー。 Means for solving the above problems are as follows.
[1] A stud-type steel damper installed between the upper beam and the lower beam of a frame structure consisting of columns and beams, in which a plurality of steel materials having an H-shaped cross section are arranged in parallel. , wherein the flanges of the plurality of steel materials are joined together, an opening is provided in the web at the central portion in the length direction of the plurality of steel materials, and the yield strength is lower than that of the steel material. Low yield point A shear panel made of steel is arranged to close the opening and is joined to the web and/or the flange, the thickness of the steel flange is 22 mm or more, and the flanges of the plurality of steel members are separated from each other. A stud-type steel damper, wherein the joints are made in areas along the length where the shear panels are not provided.
[2] The stud-type steel damper according to [1], wherein the flanges of the plurality of steel members are joined together in all regions where the shear panel is not provided in the longitudinal direction.
[3] A stud-type steel damper installed between the upper beam and the lower beam of a frame consisting of columns and beams, in which web members and flange members having plate-like cross sections are oriented so as to intersect each other. Shears made of low-yield point steel, which are alternately arranged in parallel and joined, have an opening at the center in the length direction of the web material, and have a smaller yield strength than the web material. A stud-type steel damper, wherein a panel is arranged to close the opening and is joined to the web member and/or the flange member, the thickness of the flange member being 40 mm or less.
[4] The stud-type steel damper according to any one of [1] to [3], wherein the shear panel has a width-to-thickness ratio of 56 or less.
[5] The stud-type steel damper according to any one of [1] to [4], wherein at least one surface of the shear panel is provided with a stiffener.

本発明の間柱型鋼材ダンパーは、Ｈ形断面を有する複数本の鋼材が平行に並べられた状態でフランジ同士が接合されて構成され、各鋼材のフランジの厚さが２２ｍｍ以上であり、各鋼材のフランジ同士の固定は、長さ方向においてせん断パネルが設けられていない領域でなされている。あるいは、本発明の間柱型鋼材ダンパーは、ウェブ材及びフランジ材が、断面が互いに垂直となるように交互に並行に並べられた状態で接合されて構成され、フランジ材の厚さが４０ｍｍ以下である。よって、間柱型鋼材ダンパーのフランジ部分の剛性が大きくなることが抑制され、このフランジ部分によるせん断パネルの拘束度も抑えられる。よって、間柱型鋼材ダンパーのせん断パネルがせん断変形しやすくなり、せん断パネルを構成する低降伏点鋼のエネルギー吸収能力を効率的に引き出すことができる。 The stud-type steel damper of the present invention is constructed by joining a plurality of steel materials having an H-shaped cross section in a state in which the flanges are joined in parallel, the thickness of the flange of each steel material is 22 mm or more, and each steel material The flange-to-flange fixation is in the longitudinal region in which no shear panel is provided. Alternatively, the stud-type steel damper of the present invention is configured by joining web members and flange members alternately arranged in parallel so that their cross sections are perpendicular to each other, and the thickness of the flange member is 40 mm or less. be. Therefore, an increase in the rigidity of the flange portion of the stud-type steel damper is suppressed, and the degree of restraint of the shear panel by the flange portion is also suppressed. Therefore, shear deformation of the shear panel of the stud-type steel damper is facilitated, and the energy absorption capacity of the low-yield-point steel constituting the shear panel can be efficiently exploited.

図１は、本発明の第一の実施形態の間柱型鋼材ダンパーを示す正面図である。FIG. 1 is a front view showing a stud-type steel damper according to a first embodiment of the present invention. 図２は、本発明の第一の実施形態の間柱型鋼材ダンパーの要部を示す拡大図である。FIG. 2 is an enlarged view showing a main part of the stud-type steel damper of the first embodiment of the present invention. 図３は、本発明の第二の実施形態の間柱型鋼材ダンパーを示す正面図である。FIG. 3 is a front view showing a stud-type steel damper according to a second embodiment of the present invention. 図４は、本発明の間柱型鋼材ダンパーの一例を示す斜視図である。FIG. 4 is a perspective view showing an example of the stud-type steel damper of the present invention. 図５は、本発明の間柱型鋼材ダンパーの他の一例を示す斜視図である。FIG. 5 is a perspective view showing another example of the stud-type steel damper of the present invention. 図６は、従来の間柱型鋼材ダンパーの一例を示す斜視図である。FIG. 6 is a perspective view showing an example of a conventional stud-type steel damper. 図７は、本発明及び比較例の間柱型鋼材ダンパーにおけるせん断パネルの変形を示すグラフである。FIG. 7 is a graph showing the deformation of the shear panel in the stud-type steel dampers of the present invention and the comparative example. 図８（ａ）及び図８（ｂ）は、本発明及び比較例の間柱型鋼材ダンパーに発生するひずみ分布を示すコンター図である。FIGS. 8(a) and 8(b) are contour diagrams showing strain distributions occurring in the stud-type steel dampers of the present invention and comparative examples. 図９は、本発明及び比較例の間柱型鋼材ダンパーにおけるせん断パネルの耐力上昇を示すグラフである。FIG. 9 is a graph showing increases in yield strength of shear panels in stud-type steel dampers of the present invention and comparative examples.

以下、図面を参照して、本発明の間柱型鋼材ダンパーの実施形態について、具体的に説明する。
［第一の実施形態］
図１に、本実施形態の間柱型鋼材ダンパー１が、鉄骨造の建築物（構造物）における柱５と梁６、７とからなる架構内に設置された状態を示す。また、図２に、間柱型鋼材ダンパー１の要部を拡大して示す。 EMBODIMENT OF THE INVENTION Hereafter, with reference to drawings, embodiment of the stud type steel material damper of this invention is described concretely.
[First embodiment]
FIG. 1 shows a state in which a stud-type steel damper 1 according to the present embodiment is installed in a framework consisting of columns 5 and beams 6 and 7 in a steel-framed building (structure). Further, FIG. 2 shows an enlarged view of the main part of the stud-type steel damper 1 .

図１及び図２に示すように、本実施形態の間柱型鋼材ダンパー１は、柱５と梁６、７とからなる架構において、上側の梁６と下側の梁７にそれぞれ設けられる取付部材６１、７１を介して、上側の梁６と下側の梁７との間に取り付けられている。 As shown in FIGS. 1 and 2, the stud-type steel damper 1 of this embodiment includes mounting members provided on the upper beam 6 and the lower beam 7 in a frame structure composed of a column 5 and beams 6 and 7. It is attached between the upper beam 6 and the lower beam 7 via 61 and 71 .

間柱型鋼材ダンパー１は、Ｈ形断面を有する複数本の鋼材１１が、これら複数本の鋼材１１のウェブ１１ｗが同一面上に配置されるように、平行に並べられた状態で、複数本の鋼材１１のフランジ１１ｆ同士が高力ボルト１３により摩擦接合されて構成されている。Ｈ形断面を有する各鋼材１１は、Ｈ形鋼又はＩ形鋼から構成されていても良く、鋼板をＨ形状に組み合わせて溶接してなるビルトＨ鋼であっても良い。 The stud-type steel material damper 1 includes a plurality of steel materials 11 having an H-shaped cross section arranged in parallel so that the webs 11w of the plurality of steel materials 11 are arranged on the same plane. The flanges 11f of the steel material 11 are friction-joined with the high-strength bolts 13. As shown in FIG. Each steel material 11 having an H-shaped cross section may be composed of an H-shaped steel or an I-shaped steel, or may be a built H steel formed by combining steel plates in an H shape and welding them.

図１及び図２に示すように、上側の梁６と下側の梁７に設けられる取付部材６１、７１は、Ｈ形断面を有する鋼材１１を組み合わせて構成される間柱型鋼材ダンパー１と略同様の断面形状を有するように構成されている。そして、間柱型鋼材ダンパー１を構成する複数本の鋼材１１のうち最も外側の２本の鋼材１１の外側のフランジ１１ｆと、間柱型鋼材ダンパー１を構成する全ての鋼材１１のウェブ１１ｗが、取付部材６１、７１のフランジに、添接板３１及び高力ボルト３２によって接合されている。このようにして、間柱型鋼材ダンパー１が、柱５と梁６、７とからなる上側の梁６と下側の梁７との間に取り付けられている。 As shown in FIGS. 1 and 2, the mounting members 61 and 71 provided on the upper beam 6 and the lower beam 7 are abbreviated as a stud-type steel damper 1 constructed by combining steel materials 11 having an H-shaped cross section. It is configured to have a similar cross-sectional shape. Then, the outer flanges 11f of the outermost two steel materials 11 among the plurality of steel materials 11 constituting the stud-type steel damper 1 and the webs 11w of all the steel materials 11 constituting the stud-type steel damper 1 are attached. It is joined to the flanges of the members 61 and 71 by splicing plates 31 and high-strength bolts 32 . In this manner, the stud-type steel damper 1 is attached between the upper beam 6 and the lower beam 7, which are composed of the column 5 and the beams 6,7.

図１に示すように、各鋼材１１の長さ方向の中央部のウェブ１１ｗには、ガス切断等により開口部１１ｏが設けられ、この開口部１１ｏを塞ぐように、開口部１１ｏと略同じ平面形状に形成されたせん断パネル１２が配置されている。せん断パネル１２は、鋼材１１のウェブ１１ｗよりも降伏耐力が低い低降伏点鋼から構成され、開口部１１ｏの周囲のウェブ１１ｗに、隅肉溶接により一体に接合されている。 As shown in FIG. 1, an opening 11o is provided in the web 11w at the center in the length direction of each steel material 11 by gas cutting or the like. A shaped shear panel 12 is positioned. The shear panel 12 is made of low-yield point steel having a lower yield strength than the web 11w of the steel material 11, and is integrally joined to the web 11w around the opening 11o by fillet welding.

せん断パネル１２の幅厚比は５６以下に設定されている。また、図１及び図２に示すように、せん断パネル１２の一方の面には縦方向に、他方の面には横方向に、それぞれスチフナ１４が取り付けられている。このようにすると、せん断パネル１２が塑性域まで変形しても、せん断パネル１２の面外座屈が抑えられるため、せん断パネル１２の変形性能を最大限引き出すことができ、好ましい。 The width-thickness ratio of the shear panel 12 is set to 56 or less. As shown in FIGS. 1 and 2, stiffeners 14 are attached longitudinally to one face of the shear panel 12 and laterally to the other face. In this way, even if the shear panel 12 is deformed to the plastic region, out-of-plane buckling of the shear panel 12 is suppressed, so that the deformation performance of the shear panel 12 can be maximized, which is preferable.

また、各鋼材１１のフランジ１１ｆの厚さは２２ｍｍ以上に設定されている。そして、複数本の鋼材１１は、その長さ方向においてせん断パネル１２が設けられていない領域で、フランジ１１ｆ同士が高力ボルト１３で摩擦接合されることにより、間柱型鋼材ダンパー１を構成する各鋼材１１が互いに接合されている。 Moreover, the thickness of the flange 11f of each steel material 11 is set to 22 mm or more. The flanges 11f of the plurality of steel members 11 are friction-joined to each other by high-strength bolts 13 in the region where the shear panel 12 is not provided in the longitudinal direction, thereby forming the stud-type steel damper 1. Steel materials 11 are joined together.

このように、複数本の鋼材１１のフランジ１１ｆ同士が、鋼材１１の長さ方向においてせん断パネル１２が設けられていない領域で接合されることにより、せん断パネル１２の塑性化後の耐力上昇が抑えられる。その結果、せん断パネル１２を大きくせん断変形させ、せん断パネル１２を構成する低降伏点鋼のエネルギー吸収能力を効率的に引き出す効果が得られる。 In this way, the flanges 11f of the plurality of steel materials 11 are joined together in the region where the shear panel 12 is not provided in the length direction of the steel material 11, thereby suppressing the increase in yield strength after plasticization of the shear panel 12. be done. As a result, the shear panel 12 is largely shear-deformed, and the effect of efficiently extracting the energy absorption capacity of the low-yield-point steel forming the shear panel 12 is obtained.

さらに、フランジ１１ｆの厚さが２２ｍｍ以上に設定されていると、せん断パネル１２がウェブ１１ｗのみに接合されフランジ１１ｆに接合されていなくても、せん断パネル１２が設けられている領域における鋼材１１の剛性を確保できる。よって、複数本の鋼材１１のフランジ１１ｆ同士を接合して間柱型鋼材ダンパー１を構成する前に、各鋼材１１を単体で取り回す際に変形が生じにくく、間柱型鋼材ダンパー１の組立てを行いやすい。 Furthermore, when the thickness of the flange 11f is set to 22 mm or more, even if the shear panel 12 is joined only to the web 11w and not joined to the flange 11f, the thickness of the steel material 11 in the area where the shear panel 12 is provided is reduced. Rigidity can be secured. Therefore, before assembling the stud type steel damper 1 by joining the flanges 11f of the plurality of steel materials 11, the stud type steel damper 1 is assembled so that the steel materials 11 are not easily deformed when handled individually. Cheap.

鋼材１１の長さ方向においてせん断パネル１２が設けられていない領域内で、鋼材１１のフランジ同士１１ｆを高力ボルト１３で摩擦接合する範囲は、フランジ同士１１ｆを固定することによるフランジ１１ｆ部分の剛性の上昇の度合いに応じて、せん断パネル１２をせん断変形しやすくするように、適宜調整する。例えば、鋼材１１のフランジ同士１１ｆを高力ボルト１３で摩擦接合する範囲を、鋼材１１の長さ方向においてせん断パネル１２が設けられていない領域の全体とすると、せん断パネル１２よりも上側及びせん断パネル１２よりも下側において、間柱型鋼材ダンパー１の剛性が高められる。この結果、せん断パネル１２をせん断変形しやすくなり、せん断パネルを構成する低降伏点鋼のエネルギー吸収能力を効率的に引き出すことができる。
［第二の実施形態］
図３に、本実施形態の間柱型鋼材ダンパー２が、鉄骨造の建築物（構造物）における柱５と梁６、７とからなる架構内に設置された状態を示す。 In the region where the shear panel 12 is not provided in the length direction of the steel material 11, the range where the flanges 11f of the steel material 11 are friction-joined with the high-strength bolts 13 is the rigidity of the flange 11f portion by fixing the flanges 11f. The shear panel 12 is adjusted appropriately according to the degree of rise of the shear panel 12 so as to facilitate shear deformation. For example, if the range in which the flanges 11f of the steel material 11 are friction-joined with the high-strength bolts 13 is the entire area in which the shear panel 12 is not provided in the length direction of the steel material 11, then the upper side of the shear panel 12 and the shear panel Below 12, the stiffness of the stud-type steel damper 1 is enhanced. As a result, shear deformation of the shear panel 12 is facilitated, and the energy absorption capability of the low-yield-point steel forming the shear panel can be efficiently exploited.
[Second embodiment]
FIG. 3 shows a state in which the stud-type steel damper 2 of the present embodiment is installed in a framework consisting of columns 5 and beams 6 and 7 in a steel-framed building (structure).

図３に示すように、本実施形態の間柱型鋼材ダンパー２は、板状断面を有するウェブ材２１及びフランジ材２２が、ウェブ材２１の断面とフランジ材２２の断面が互いに垂直となり、かつウェブ材２１及びフランジ材２２の断面中心が同一面上に配置されるように、交互に平行に並べられた状態で、部分溶け込み溶接又は隅肉溶接により接合されて構成されている。 As shown in FIG. 3, in the stud-type steel damper 2 of the present embodiment, the web member 21 and the flange member 22 having plate-like cross sections are perpendicular to each other, and the web member 21 and the flange member 22 are perpendicular to each other. The material 21 and the flange material 22 are arranged alternately in parallel so that the cross-sectional centers of the material 21 and the flange material 22 are arranged on the same plane, and are joined by partial penetration welding or fillet welding.

ウェブ材２１の高さ方向の中央部には開口部２１ｏが設けられ、この開口部２１ｏにはウェブ材２１よりも降伏耐力が小さい低降伏点鋼からなるせん断パネル２３が接合されている。 An opening 21o is provided in the central portion of the web material 21 in the height direction, and a shear panel 23 made of low yield point steel having a smaller yield strength than the web material 21 is joined to the opening 21o.

図３に示すように、各ウェブ材２１の長さ方向の中央部には開口部２１ｏが設けられ、この開口部２１ｏを塞ぐように、開口部２１ｏと略同じ平面形状に形成されたせん断パネル２３が配置されている。せん断パネル２３は、ウェブ材２１よりも降伏耐力が低い低降伏点鋼から構成され、開口部２１ｏの周囲のウェブ材２１及びフランジ材２２に部分溶け込み溶接又は隅肉溶接により一体に接合されている。 As shown in FIG. 3, an opening 21o is provided in the central portion of each web material 21 in the length direction, and a shear panel formed in a planar shape substantially the same as that of the opening 21o is formed so as to block the opening 21o. 23 are arranged. The shear panel 23 is made of low-yield point steel having a lower yield strength than the web material 21, and is integrally joined to the web material 21 and the flange material 22 around the opening 21o by partial penetration welding or fillet welding. .

せん断パネル２３の幅厚比は５６以下に設定されている。また、図３に示すように、せん断パネル２３の一方の面には縦方向に、他方の面には横方向に、それぞれスチフナ２４が取り付けられている。このようにすると、せん断パネル２３が塑性域まで変形しても、せん断パネル２３の面外座屈が抑えられるため、せん断パネル１２の変形性能を最大限引き出すことができ、好ましい。 The width-thickness ratio of the shear panel 23 is set to 56 or less. As shown in FIG. 3, stiffeners 24 are attached to one surface of the shear panel 23 in the vertical direction and to the other surface in the horizontal direction. In this way, even if the shear panel 23 is deformed to the plastic region, out-of-plane buckling of the shear panel 23 is suppressed, so that the deformation performance of the shear panel 12 can be maximized, which is preferable.

また、各フランジ材２２の厚さは４０ｍｍ以下に設定されている。このようにすると、間柱型鋼材ダンパー２においてせん断パネル１２を両側から拘束するフランジ材２２部分の剛性が抑えられ、鋼材１１のウェブ１１ｗの開口部１１ｏに設けられるせん断パネル１２がせん断変形しやすくなり、せん断パネルを構成する低降伏点鋼のエネルギー吸収能力を効率的に引き出すことができる。 Moreover, the thickness of each flange member 22 is set to 40 mm or less. In this way, the stiffness of the flange member 22 portion that restrains the shear panel 12 from both sides in the stud-type steel damper 2 is suppressed, and the shear panel 12 provided at the opening 11o of the web 11w of the steel member 11 is easily deformed by shear. , the energy absorption capacity of the low-yield-strength steel that constitutes the shear panel can be efficiently drawn out.

その他の点については、本実施形態の間柱型鋼材ダンパー２は、第一の実施形態の間柱型鋼材ダンパー１と同様に構成されている。 In other respects, the stud-type steel damper 2 of this embodiment is configured in the same manner as the stud-type steel damper 1 of the first embodiment.

なお、上記各実施形態では、低降伏点鋼からなるせん断パネル１２、２３の幅厚比（せん断パネルの幅と高さのうちの大きい方を、厚さで除した数値）が５６以下に設定され、せん断パネル１２、２３の両方の面にはスチフナ１４、２４が取り付けられている例について説明したが、本発明の間柱型鋼材ダンパー１はこれに限定されない。間柱型鋼材ダンパーの全体が、せん断パネルの塑性変形能力を十分に引き出せるように構成されていれば、せん断パネルの幅厚比が５６よりも大きく設定されていても良く、せん断パネルの片面のみにスチフナが設けられていても良く、せん断パネルにスチフナが設けられていなくても良い。 In each of the above embodiments, the width-thickness ratio of the shear panels 12 and 23 made of low-yield-strength steel (the numerical value obtained by dividing the larger of the width and height of the shear panel by the thickness) is set to 56 or less. Although the stiffeners 14, 24 are attached to both surfaces of the shear panels 12, 23, the stud type steel damper 1 of the present invention is not limited to this. As long as the entire stud-type steel damper is configured to sufficiently draw out the plastic deformation capacity of the shear panel, the width-thickness ratio of the shear panel may be set to be greater than 56, and only one side of the shear panel may have a width-thickness ratio of 56. Stiffeners may be provided, or the shear panel may not be provided with stiffeners.

また、上記各実施形態では、間柱型鋼材ダンパー１、２が、鉄骨造の建築物の架構内に設置される例について説明したが、本発明の間柱型鋼材ダンパーが設置される構造物はこれに限定されない。例えば、本発明の間柱型鋼材ダンパーは、鉄筋コンクリート造や鉄骨鉄筋コンクリート造の建築物やその他の構造物にも設置可能である。 Further, in each of the above-described embodiments, an example in which the stud-type steel dampers 1 and 2 are installed in the framework of a steel-framed building has been described. is not limited to For example, the stud-type steel damper of the present invention can be installed in a building made of reinforced concrete, a steel-framed reinforced concrete, and other structures.

＜実施例１＞
本発明の間柱型鋼材ダンパーにせん断力が作用するときの、せん断パネルの応力－ひずみ関係を数値解析し、本発明の効果を検証したので、これについて説明する。 <Example 1>
Numerical analysis was performed on the stress-strain relationship of the shear panel when a shear force acts on the stud-type steel damper of the present invention, and the effect of the present invention was verified.

図４～図６に、本数値解析で対象とした解析モデルの形状を示す。本発明例として、図４及び図５にそれぞれ示すように、第一の実施形態の間柱型鋼材ダンパー１と同様の構成を有する解析モデル（発明例１）、及び第二の実施形態の間柱型鋼材ダンパー２と同様の構成を有する解析モデル（発明例２）を設定した。また、比較例として、図６に示すように、発明例１の間柱型鋼材ダンパー１において、複数本の鋼材１１のフランジ同士１１ｆの接合を、せん断パネル１２が設けられている領域でも行うように変更した構成を有する間柱型鋼材ダンパー９の解析モデルを設定した。 4 to 6 show the shape of the analysis model targeted in this numerical analysis. As an example of the present invention, as shown in FIGS. 4 and 5, an analysis model (Invention Example 1) having the same configuration as the stud type steel damper 1 of the first embodiment, and a stud type of the second embodiment An analysis model (Invention Example 2) having the same configuration as the steel damper 2 was set. As a comparative example, as shown in FIG. 6, in the stud-type steel damper 1 of Example 1, the flanges 11f of the plurality of steel members 11 are also joined in the region where the shear panel 12 is provided. An analytical model of a stud-type steel damper 9 having a modified configuration was set up.

発明例１及び比較例では、間柱型鋼材ダンパー１、９を構成する各鋼材１１は、断面サイズＨ－６００×２５０×１６×３２（単位：ｍｍ）、長さ２４００ｍｍのＨ形鋼とし、日本産業規格ＪＩＳＧ３１３６（建築構造用圧延鋼材）に規定されるＳＮ４９０材を模擬した材料特性を設定した。せん断パネル１２は、幅５３６ｍｍ、高さ６００ｍｍ、厚さ９ｍｍの鋼板とし、降伏強度２０５～２４５Ｎ／ｍｍ^２、引張強度３００～４００Ｎ／ｍｍ^２の低降伏点鋼を模擬した材料特性を設定した。スチフナ１４は、厚さ１２ｍｍ、高さ１０７ｍｍの鋼板とし、ＳＮ４９０材を模擬した材料特性を設定した。 In Invention Example 1 and Comparative Example, each steel material 11 constituting the stud-type steel dampers 1 and 9 is H-section steel having a cross-sectional size of H-600×250×16×32 (unit: mm) and a length of 2400 mm. The material properties were set to simulate the SN490 material defined in the industrial standard JIS G3136 (rolled steel for building construction). The shear panel 12 is a steel plate with a width of 536 mm, a height of 600 mm, and a thickness of 9 mm, and has material properties that simulate low yield point steel with a yield strength of 205 to 245 N/mm ² and a tensile strength of 300 to 400 N/mm ² . The stiffener 14 is a steel plate having a thickness of 12 mm and a height of 107 mm, and has material properties that simulate SN490 material.

発明例２では、間柱型鋼材ダンパー２を構成するウェブ材２１は、高さ５３６ｍｍ、厚さ１６ｍｍ、長さ８８４ｍｍの鋼板とし、フランジ材２２は、幅２５０ｍｍ、厚さ３２ｍｍ、長さ２５００ｍｍの鋼板とし、ウェブ材２１及びフランジ材２２には、ＳＮ４９０材を模擬した材料特性を設定した。せん断パネル２３は、幅５３６ｍｍ、高さ６００ｍｍ、厚さ９ｍｍの鋼板とし、発明例１同様、上述の低降伏点鋼を模擬した材料特性を設定した。スチフナ２４は、厚さ１２ｍｍ、高さ１０７ｍｍの鋼板とし、ＳＮ４９０材を模擬した材料特性を設定した。 In Invention Example 2, the web material 21 constituting the stud-type steel damper 2 is a steel plate with a height of 536 mm, a thickness of 16 mm, and a length of 884 mm, and the flange material 22 is a steel plate with a width of 250 mm, a thickness of 32 mm, and a length of 2500 mm. Assuming that the web material 21 and the flange material 22 have material properties simulating the SN490 material. The shear panel 23 is a steel plate having a width of 536 mm, a height of 600 mm, and a thickness of 9 mm. The stiffener 24 is a steel plate having a thickness of 12 mm and a height of 107 mm, and has material properties that simulate SN490 material.

各材料特性は、降伏応力度及び引張応力度で折れるトリリニアとし、降伏応力度及び引張応力度は規格下限値とし、２次勾配はＥ／６０、３次勾配はＥ／１０００とした（ただし、Ｅはヤング係数）。 Each material property is trilinear that breaks at the yield stress and tensile stress, the yield stress and tensile stress are the standard lower limits, the secondary gradient is E / 60, and the tertiary gradient is E / 1000 (however, E is Young's modulus).

各解析モデルでは、間柱型鋼材ダンパー１、２、９の各構成要素をシェル要素としてモデル化し、初期不整には弾性固有値解析で得られた１次モード形を用いて、面外変形の最大値がＨ形鋼のせいの１／２５０となるように設定した。境界条件は、間柱型鋼材ダンパー１、２、９の下端全面を固定とし、上端全面を剛体面として、面外方向変位及び回転拘束とした。 In each analysis model, each structural element of the stud-type steel dampers 1, 2, and 9 is modeled as a shell element. was set to be 1/250 of the H-section steel. Boundary conditions were such that the entire lower ends of the stud-type steel dampers 1, 2, and 9 were fixed, the entire upper ends were rigid surfaces, and the out-of-plane displacement and rotation were constrained.

そして、各解析モデルの上下端にせん断力を与え、このせん断力を徐々に大きくする条件で、有限要素法による数値解析を行った。 Then, a shear force was applied to the upper and lower ends of each analysis model, and numerical analysis was performed by the finite element method under the condition that the shear force was gradually increased.

図７に、上述の数値解析により計算された、せん断パネルの荷重－変形関係を、本発明例１、２、比較例のそれぞれについて示す。 FIG. 7 shows the load-deformation relationship of the shear panel calculated by the numerical analysis described above for each of Inventive Examples 1 and 2 and Comparative Example.

図７に示すように、間柱型鋼材ダンパー１を構成する複数本の鋼材１１のフランジ１１ｆを、鋼材１１の全長にわたって接合した比較例では、せん断パネル１２の塑性化後の耐力上昇が大きくなっている。これに対し、せん断パネル１２が設けられている領域でフランジ１１ｆ同士を接合しない発明例１、及びウェブ材２１の間に挟まれるフランジ材２２を一枚のみとした発明例２では、せん断パネル１２、２３の塑性化後の耐力上昇が抑えられている。このように、発明例１及び発明例２では、比較例よりも、せん断パネル１２の塑性化後の耐力上昇が抑えられるので、せん断パネル１２、２３を大きくせん断変形させ、せん断パネルを構成する低降伏点鋼のエネルギー吸収能力を効率的に引き出す効果が得られることが確認された。 As shown in FIG. 7, in the comparative example in which the flanges 11f of the plurality of steel materials 11 constituting the stud-type steel damper 1 are joined over the entire length of the steel materials 11, the increase in yield strength after plasticization of the shear panel 12 is large. there is On the other hand, in Invention Example 1 in which the flanges 11f are not joined together in the area where the shear panel 12 is provided, and in Invention Example 2 in which only one flange material 22 is sandwiched between the web materials 21, the shear panel 12 , 23 are suppressed from increasing in yield strength after plasticization. As described above, in the invention examples 1 and 2, the increase in the yield strength of the shear panel 12 after plasticization is suppressed more than in the comparative example, so that the shear panels 12 and 23 are largely shear-deformed, and the shear panels are formed. It was confirmed that the effect of efficiently drawing out the energy absorption capacity of the yield point steel can be obtained.

また、図８（ａ）及び図８（ｂ）に、発明例１の間柱型鋼材ダンパー１及び比較例の間柱型鋼材ダンパー９の上端の変位量が１６０ｍｍとなった時点における、間柱型鋼材ダンパー１、９の各部位の相当塑性ひずみ分布をそれぞれ示す。 8(a) and 8(b) show the stud type steel damper 1 of the invention example 1 and the stud type steel damper 9 of the comparative example when the amount of displacement of the upper end of the stud type steel damper 9 becomes 160 mm. Equivalent plastic strain distribution of each part of 1 and 9 is shown, respectively.

図８に示すように、発明例１では、比較例よりも、せん断パネル１２が塑性化した後の、せん断パネル１２の上下のウェブ１１ｗのひずみが小さくなっている。すなわち、比較例では、せん断パネル１２が設けられている領域でもフランジ１１ｆ同士が接合されて、せん断パネル１２に隣接するフランジ１１ｆの曲げ剛性が大きくなり、せん断パネル１２が隣接するフランジ１１ｆによって拘束され、せん断変形が妨げられている。これに対し、発明例１では、せん断パネル１２が設けられている領域ではフランジ１１ｆ同士が接合されていないため、せん断パネル１２に隣接するフランジ１１ｆの曲げ剛性の上昇が抑えられ、せん断パネル１２が隣接するフランジ１１ｆにより拘束されにくい。よって、せん断パネル１２がせん断変形しやすくなり、せん断パネル１２を構成する低降伏点鋼のエネルギー吸収能力を効率的に引き出すことができることが確認された。
＜実施例２＞
上述の実施例１で、第一の実施形態の間柱型鋼材ダンパー１と同様の構成を有する発明例１において、Ｈ形鋼１１のフランジ１１ｆの厚さを１９ｍｍ、２２ｍｍ、２５ｍｍ、２８ｍｍの４種類に変更した解析モデルＮｏ．１～Ｎｏ．４を設定した。また、実施例１の比較例において、Ｈ形鋼１１のフランジ１１ｆの厚さを１９ｍｍ、２２ｍｍ、２５ｍｍ、２８ｍｍの４種類に変更した解析モデルＮｏ．５～Ｎｏ．８を設定した。 As shown in FIG. 8, in invention example 1, the strain of the upper and lower webs 11w of the shear panel 12 after the shear panel 12 is plasticized is smaller than in the comparative example. That is, in the comparative example, the flanges 11f are joined to each other even in the region where the shear panel 12 is provided, the bending rigidity of the flange 11f adjacent to the shear panel 12 is increased, and the shear panel 12 is restrained by the adjacent flange 11f. , shear deformation is hindered. On the other hand, in Invention Example 1, since the flanges 11f are not joined together in the region where the shear panel 12 is provided, the increase in bending rigidity of the flange 11f adjacent to the shear panel 12 is suppressed, and the shear panel 12 is It is less likely to be restrained by the adjacent flange 11f. Therefore, it was confirmed that shear deformation of the shear panel 12 is likely to occur, and the energy absorption capacity of the low yield point steel forming the shear panel 12 can be efficiently exploited.
<Example 2>
In the above-described Example 1, in Invention Example 1 having the same configuration as the stud type steel damper 1 of the first embodiment, the thickness of the flange 11f of the H-section steel 11 is set to four types of 19 mm, 22 mm, 25 mm, and 28 mm. Analysis model No. changed to 1 to No. 4 was set. Moreover, in the comparative example of Example 1, analysis model No. 1 was obtained by changing the thickness of the flange 11f of the H-shaped steel 11 to four types of 19 mm, 22 mm, 25 mm, and 28 mm. 5 to No. 8 was set.

そして、これら解析モデルＮｏ．１～Ｎｏ．８について、実施例１と同様の方法で数値解析を行い、各解析モデルＮｏ．１～Ｎｏ．８のせん断パネル２３に発生するせん断力Ｑ（Ｎ）を計算した。 These analytical model Nos. 1 to No. 8, numerical analysis was performed in the same manner as in Example 1, and each analytical model No. 1 to No. The shear force Q(N) generated in the shear panel 23 of No. 8 was calculated.

図９に、各解析モデルＮｏ．１～Ｎｏ．８のせん断力Ｑを、これら解析モデルＮｏ．１～Ｎｏ．８においてＨ形鋼１１のフランジ１１ｆ同士１１ｆの接合をその全長にわたって全く行わなかった場合について同様に計算して得られるせん断力Ｑ_０（Ｎ）に対する比Ｑ／Ｑ_０として示す。また、せん断変形角が０．０２ｒａｄの時点における、各解析モデルＮｏ．１～Ｎｏ．８のＱ／Ｑ_０の値を表１に示す。 Each analysis model No. is shown in FIG. 1 to No. The shear force Q of No. 8 is applied to these analytical model Nos. 1 to No. 8, the ratio Q/Q ₀ to the shear force Q ₀ (N) obtained by similar calculation in the case where the flanges 11 f of the H-section steel 11 are not joined over the entire length at all. Moreover, each analysis model No. at the time when the shear deformation angle is 0.02 rad. 1 to No. The Q/Q0 values for 8 are shown in Table ₁ .

図９および表１に示すように、実施例１の比較例と同様に、複数本の鋼材１１のフランジ同士１１ｆの接合が、せん断パネル１２が設けられている領域でも行われている解析モデルＮｏ．５～Ｎｏ．８のうち、フランジ１１ｆの厚さを２２ｍｍ、２５ｍｍ、２８ｍｍとした解析モデルＮｏ．６～Ｎｏ．８では、せん断パネル２３の塑性化後のＱ／Ｑ_０の値が、１．１を大きく超えている。せん断変形角が０．０２ｒａｄの時点における、各解析モデルＮｏ．６～Ｎｏ．８のＱ／Ｑ_０の値は、それぞれ１．１２２、１．１３６、１．１４９となっており、せん断パネル１２の塑性化後の耐力上昇が十分に抑えられていない。 As shown in FIG. 9 and Table 1, as in the comparative example of Example 1, the flanges 11f of a plurality of steel members 11 are joined to each other even in the region where the shear panel 12 is provided. . 5 to No. 8, analysis model No. 8 with the thickness of the flange 11f set to 22 mm, 25 mm, and 28 mm. 6 to No. 8, the value of Q/ _Q0 after plasticization of the shear panel 23 greatly exceeds 1.1. Each analysis model no. 6 to No. The values of Q/Q0 of No. 8 are _1.122 , 1.136, and 1.149, respectively, and the increase in yield strength after plasticization of the shear panel 12 is not sufficiently suppressed.

一方、解析モデルＮｏ．６～Ｎｏ．８と同様に、複数本の鋼材１１のフランジ同士１１ｆの接合が、せん断パネル１２が設けられている領域でも行われているが、フランジ１１ｆの厚さを１９ｍｍとした解析モデルＮｏ．５では、せん断パネル２３の塑性化後のＱ／Ｑ_０の値が、１．１程度に抑えられている。せん断変形角が０．０２ｒａｄの時点における、各解析モデルＮｏ．５のＱ／Ｑ_０の値は、１．０８６となっており、せん断パネル１２の塑性化後の耐力上昇が抑えられている。 On the other hand, analysis model no. 6 to No. 8, the flanges 11f of a plurality of steel members 11 are also joined together in the region where the shear panel 12 is provided. ₅ , the value of Q/Q0 after plasticization of the shear panel 23 is suppressed to about 1.1. Each analysis model no. The value of Q/Q0 of No. ₅ is 1.086, and the increase in yield strength after plasticization of the shear panel 12 is suppressed.

また、解析モデルＮｏ．５においては、全長にわたって接合されている二枚のフランジ１１ｆのフランジの厚さ１９ｍｍの合計が、実施例１の発明例２においてフランジ材２２の厚さを３８ｍｍに変更したものにほぼ対応すると捉えることができる。実施例１の発明例２のように、第二の実施形態の間柱型鋼材ダンパー２と同様の構成を有する場合は、フランジ材２２の厚さが３８ｍｍであれば、せん断パネル２３の塑性化後の耐力上昇が抑えられることがわかる。 Also, analysis model No. 5, the total thickness of 19 mm of the two flanges 11f joined over the entire length is regarded as substantially corresponding to the thickness of the flange material 22 changed to 38 mm in Example 2 of Example 1. be able to. As in Example 2 of Example 1, in the case of having the same configuration as the stud type steel damper 2 of the second embodiment, if the thickness of the flange material 22 is 38 mm, after the plasticization of the shear panel 23 It can be seen that the increase in the yield strength of the

また、発明例１に対応する解析モデルＮｏ．１～Ｎｏ．４は全て、せん断パネル２３の塑性化後のＱ／Ｑ_０の値が、１．１未満に抑えられている。せん断変形角が０．０２ｒａｄの時点における、各解析モデルＮｏ．１～Ｎｏ．４のＱ／Ｑ_０の値は、それぞれ１．０５０、１．０４９、１．０４８、１．０４７となった。 In addition, analysis model No. 1 corresponding to invention example 1 is used. 1 to No. 4, the value of Q/ _Q0 after plasticization of the shear panel 23 is suppressed to less than 1.1. Each analysis model no. 1 to No. The Q/Q0 values for 4 were 1.050, 1.049, 1.048 and _1.047 , respectively.

このうち、フランジの厚さが２２ｍｍ～２８ｍｍである解析モデルＮｏ．２～Ｎｏ．４では、解析モデルＮｏ．６～Ｎｏ．８のようにフランジ１１ｆ同士が全長にわたって接合されていると、上述のとおりせん断パネル２３の塑性化後の耐力上昇が十分に抑えられない。よって、第一の実施形態に対応する解析モデルＮｏ．１～Ｎｏ．４のうち、特にフランジ１１ｆの厚さが２２ｍｍ以上である場合は、本発明の有用性が高いことがわかる。 Among them, the analysis model No. 2 with a flange thickness of 22 mm to 28 mm. 2 to No. 4, analysis model no. 6 to No. If the flanges 11f are joined to each other over the entire length as in 8, the increase in yield strength after plasticization of the shear panel 23 cannot be sufficiently suppressed as described above. Therefore, the analytical model No. corresponding to the first embodiment. 1 to No. 4, the usefulness of the present invention is particularly high when the thickness of the flange 11f is 22 mm or more.

１、２間柱型鋼材ダンパー
５柱
６上側の梁
７下側の梁
１１Ｈ形鋼（鋼材）
１１ｗウェブ
１１ｆフランジ
１１ｏ開口部
１２せん断パネル
１３高力ボルト
１４スチフナ
２１ウェブ材
２１ｏ開口部
２２フランジ材
２３せん断パネル
２４スチフナ
３１添接板
３２高力ボルト
６１、７１取付部材 Reference Signs List 1, 2 Stud type steel damper 5 Column 6 Upper beam 7 Lower beam 11 H-shaped steel (steel)
11w web 11f flange 11o opening 12 shear panel 13 high strength bolt 14 stiffener 21 web member 21o opening 22 flange member 23 shear panel 24 stiffener 31 splicing plate 32 high strength bolt 61, 71 mounting member

Claims

A stud-type steel damper attached between an upper beam and a lower beam of a frame consisting of columns and beams,
In a state in which a plurality of steel materials having an H-shaped cross section are arranged in parallel, the flanges of the plurality of steel materials are joined together,
An opening is provided in the web at the central portion in the length direction of the plurality of steel materials, and a shear panel made of low yield point steel having a smaller yield strength than the steel material is arranged so as to block the opening. joined to the web and/or the flange;
The steel flange has a thickness of 22 mm or more,
The stud-type steel damper, wherein the flanges of the plurality of steel members are joined together in a region in the longitudinal direction where the shear panel is not provided.

2. The stud type steel damper according to claim 1, wherein said flanges of said plurality of steel members are joined together in all regions where said shear panels are not provided in said longitudinal direction.

A stud-type steel damper attached between an upper beam and a lower beam of a frame consisting of columns and beams,
A web material and a flange material having a plate-like cross section are joined together in a state in which they are alternately arranged in parallel in an intersecting direction,
An opening is provided at a central portion in the length direction of the web material, and a shear panel made of low-yield point steel having a smaller yield strength than the web material is arranged so as to block the opening. / or joined to the flange material,
The stud-type steel damper, wherein the flange material has a thickness of 40 mm or less.

The stud type steel damper according to any one of claims 1 to 3, wherein the shear panel has a width-to-thickness ratio of 56 or less.

The stud type steel damper according to any one of claims 1 to 4, wherein at least one surface of said shear panel is provided with a stiffener.