JP2008013957A - Seismic strengthening structure of steel structure - Google Patents

Seismic strengthening structure of steel structure Download PDF

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JP2008013957A
JP2008013957A JP2006184154A JP2006184154A JP2008013957A JP 2008013957 A JP2008013957 A JP 2008013957A JP 2006184154 A JP2006184154 A JP 2006184154A JP 2006184154 A JP2006184154 A JP 2006184154A JP 2008013957 A JP2008013957 A JP 2008013957A
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flat plate
plate portion
steel
steel material
attached
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Takashi Miyama
剛史 三山
Shigeo Akiyama
茂雄 秋山
Takashi Asano
孝 浅野
Satoshi Sasaki
聡 佐々木
Daisuke Katsura
大輔 桂
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Fujita Corp
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Fujita Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a seismic strengthening structure which exerts such a vibration control effect as to actively absorb vibrational energy of a building. <P>SOLUTION: A column 12 is reinforced by means of a reinforcing steel material 20. The reinforcing steel material 20A, which is attached to a flange plate 16, comprises a flat plate portion 22 and a rib portion 24. The rib portion 24 is provided in the state of protruding from a surface opposite to a surface where the flat plate portion 22 is attached to the flange plate 16, elongated throughout the longitudinal length of the flat plate portion 22, and positioned in the width-direction center of the flat plate portion 22. The flat plate portion 22 is formed of a general steel material, the yield point of which is higher than that of low-yield-point steel, or high-yield-point steel. The rib portion 24 is precedently attached to and integrated with the flat plate portion 22 by welding etc. The reinforcing steel material 20A (flat plate portion 22) is attached to the flange plate 16 by means of a drill screw 26. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本発明は鋼構造物の耐震補強工法に関する。   The present invention relates to a seismic reinforcement method for steel structures.

従来、鋼構造物の耐震補強工法は種々の方法が提案されている。
しかしながら、従来の耐震補強工法は何れも、鋼構造物を構成する鋼構造部材の強度を高めることに主眼を置いたものである。（特許文献１、特許文献２）。
一方、本出願人は低降伏点鋼を用いた制振骨組構造を既に提案している（特許文献３）。
特開２００６−２８９０１ 特開２００６−１６１４６３ 特許第２６６９７４０号 Conventionally, various methods have been proposed for the seismic reinforcement of steel structures.
However, all of the conventional seismic strengthening methods focus on increasing the strength of the steel structural members constituting the steel structure. (Patent Document 1, Patent Document 2).
On the other hand, the present applicant has already proposed a damping frame structure using a low yield point steel (Patent Document 3).
JP 2006-28901 A JP 2006-161463 A Japanese Patent No. 2669740

本発明は、前記低降伏点鋼に着目して案出されたものであって、本発明の目的は、建物の振動エネルギを積極的に吸収するといった制振効果が発揮される耐震補強工法を提供することにある。   The present invention has been devised by paying attention to the low yield point steel, and the object of the present invention is to provide a seismic reinforcement method that exhibits a damping effect such as actively absorbing vibration energy of buildings. It is to provide.

前記目的を達成するため本発明は、既存鋼構造物を構成している既存鋼構造部材に補強鋼材を取り付けて前記既存鋼構造物を補強するに際し、前記補強鋼材は、厚さと、前記厚さよりも大きな寸法の幅と、前記幅よりも大きな寸法の長さを有し、その長さ方向を前記既存鋼構造部材の長手方向に沿わせて配置され厚さ方向の一方の面が前記既存鋼構造部材に合わせて取着される平板部と、前記平板部が前記既存鋼構造部材に取り付けられる面と反対の面から突設され前記平板部の長さ方向に延在するリブ部とで構成され、前記平板部は低降伏点鋼から形成されていることを特徴とする。   In order to achieve the above object, the present invention provides a reinforcing steel material having a thickness and a thickness greater than the thickness of the existing steel structure member. A width of a larger dimension and a length of a dimension larger than the width, the length direction of which is arranged along the longitudinal direction of the existing steel structural member, and one surface in the thickness direction is the existing steel A flat plate portion attached to the structural member, and a rib portion projecting from the surface opposite to the surface where the flat plate portion is attached to the existing steel structural member and extending in the length direction of the flat plate portion The flat plate portion is made of low yield point steel.

本発明によれば、既存鋼構造部材よりも補強鋼材の平板部が早く降伏を生じ、塑性変形を生じる。そして、塑性変形は鋼製の骨組構造の耐力が上がらず変形が進むことになり、地震による建物の振動エネルギを吸収し建物の振動エネルギが低減され、耐震安全性が向上する。
また、リブ部は平板部の座屈を防止するように機能し、平板部によるエネルギ吸収効果を十分に発揮させ、制振効果を十分に発揮させる上で有利となる。
また、既存鋼構造部材に補強鋼材が取り付けられることにより大型化するが、リブ部が部分的に突出する構成であるため、外観上、平板部の厚さ分だけ大型になり、補強される既存鋼構造部材が不必要に大型化して見栄えを損ねる不具合が抑制される。
また、電動式やエア式のドライバなどを用いて簡単に補強作業を行なえるので、溶接を必要とする従来の補強工法に比べ、飛散する火気の量を抑制でき、また、有資格者による作業を減少できるため人員配置を迅速に行なえ、工期の短縮化、コストの低減化を図る上で有利となる。 According to the present invention, the flat plate portion of the reinforcing steel material yields faster than the existing steel structural member, and plastic deformation occurs. Then, the plastic deformation does not increase the proof strength of the steel frame structure, and the deformation progresses. The vibration energy of the building due to the earthquake is absorbed, the vibration energy of the building is reduced, and the seismic safety is improved.
Further, the rib portion functions to prevent buckling of the flat plate portion, which is advantageous in sufficiently exhibiting the energy absorption effect by the flat plate portion and sufficiently exhibiting the vibration damping effect.
In addition, the size of the existing steel structural member is increased by attaching a reinforcing steel material, but since the rib part is partially protruded, the existing part is increased in size by the thickness of the flat plate part and is reinforced. The problem that the steel structural member becomes unnecessarily large and impairs appearance is suppressed.
In addition, since it can be easily reinforced using electric or pneumatic drivers, it can control the amount of fire that is scattered compared to conventional reinforcement methods that require welding. This makes it possible to quickly allocate personnel, which is advantageous for shortening the construction period and reducing costs.

以下、本発明の補強工法で鋼構造部材である柱を補強する実施の形態について図面にしたがって説明する。
図１は第１の実施の形態の補強鋼材で補強された柱箇所の正面図、図２は図１のＡＡ断面図を示している。
既存鋼構造物１０は、鋼材製の柱１２および鋼材製の梁１４を有している。
柱１２はＨ型鋼からなり、対向するフランジプレート１６、それらフランジプレート１６を接続するウェブプレート１８を有し、本実施の形態では、補強鋼材２０を用いてこの柱１２を補強するようにしている。
第１の実施の形態では、補強鋼材２０は、フランジプレート１６に取り付けられる補強鋼材２０Ａと、ウェブプレート１８に取り付けられる補強鋼材２０Ｂとの２種類が用いられている。
補強鋼材２０は、柱１２の補強すべき箇所に設けられ、本実施の形態では、それぞれ柱梁接合部から例えば１メートルの範囲の柱１２の箇所で延在している。無論、必要に応じ柱や梁の全長に設ける場合もある。 Hereinafter, an embodiment in which a pillar which is a steel structural member is reinforced by the reinforcing method of the present invention will be described with reference to the drawings.
FIG. 1 is a front view of a column portion reinforced with the reinforcing steel material of the first embodiment, and FIG. 2 is a cross-sectional view taken along line AA in FIG.
The existing steel structure 10 has a steel column 12 and a steel beam 14.
The column 12 is made of H-shaped steel, and has an opposing flange plate 16 and a web plate 18 that connects the flange plates 16. In this embodiment, the column 12 is reinforced using a reinforcing steel material 20. .
In the first embodiment, the reinforcing steel material 20 includes two types of reinforcing steel material 20 </ b> A attached to the flange plate 16 and reinforcing steel material 20 </ b> B attached to the web plate 18.
The reinforcing steel material 20 is provided at a location where the column 12 is to be reinforced. In the present embodiment, the reinforcing steel material 20 extends from the column beam joint at the location of the column 12 within a range of, for example, 1 meter. Of course, if necessary, it may be provided along the entire length of the column or beam.

フランジプレート１６に取り付けられる補強鋼材２０Ａは、平板部２２とリブ部２４とで構成されている。
平板部２２は、厚さと、前記厚さよりも大きな寸法の幅と、前記幅よりも大きな寸法の長さを有する平板鋼からなり、厚さ方向の一方の面がフランジプレート１６に合わせて取着される。本実施の形態では、平板部２２の幅は、補強すべき既存鋼構造部材の一部をなすフランジプレート１６の幅と同一の寸法で形成されている。
リブ部２４は、平板部２２がフランジプレート１６に取り付けられる面と反対の面から突設され、平板部２２の長さ方向の全長にわたって延在し、平板部２２の幅方向の中央に位置している。
平板部２２は低降伏点鋼から形成されている。
リブ部２４は、前記低降伏点鋼よりも降伏点の高い一般鋼材、または、高降伏点鋼により形成されている。
なお、上記の低降伏点鋼、一般鋼材、高降伏点鋼として、従来公知の様々な鋼材が使用可能である。
リブ部２４は、溶接などにより平板部２２に予め取着され、一体化されている。 The reinforcing steel material 20 </ b> A attached to the flange plate 16 includes a flat plate portion 22 and a rib portion 24.
The flat plate portion 22 is made of a flat plate steel having a thickness, a width having a dimension larger than the thickness, and a length having a dimension larger than the width, and one surface in the thickness direction is attached to the flange plate 16. Is done. In the present embodiment, the width of the flat plate portion 22 is formed with the same dimension as the width of the flange plate 16 forming a part of the existing steel structural member to be reinforced.
The rib portion 24 protrudes from the surface opposite to the surface on which the flat plate portion 22 is attached to the flange plate 16, extends over the entire length in the length direction of the flat plate portion 22, and is located at the center in the width direction of the flat plate portion 22. ing.
The flat plate portion 22 is formed from a low yield point steel.
The rib portion 24 is formed of a general steel material having a higher yield point than the low yield point steel or a high yield point steel.
In addition, conventionally well-known various steel materials can be used as said low yield point steel, general steel materials, and high yield point steel.
The rib portion 24 is previously attached to the flat plate portion 22 by welding or the like and integrated.

補強鋼材２０Ａ（平板部２２）のフランジプレート１６への取り付けは、ドリルねじ２６を用いてなされる。
ドリルねじ２６は、頭部と、頭部から突出するねじ部と、ねじ部の先端から突出するドリル刃とを備え、施工時にその先端のドリル刃が鋼板にタッピング用の下孔をあけ、続いてねじ部がその下孔にタッピングして締め付けを完了するものであり、電動式やエア式のドライバを用いることで平板部２２の厚さ方向の一方の面がフランジプレート１６にがたつくことなく密接した接合状態で簡単に確実に取り付けられる。
本実施の形態では、平板部２２に、ドリルねじ２６の下孔２６０２が予め形成され、補強作業の効率化が図られている。
なお、平板部２２は、柱梁接合部のところでは溶接により柱１２に固定されている。 The reinforcing steel material 20A (flat plate portion 22) is attached to the flange plate 16 using a drill screw 26.
The drill screw 26 includes a head, a screw portion protruding from the head, and a drill blade protruding from the tip of the screw portion. During construction, the drill blade at the tip makes a pilot hole for tapping in the steel plate, The screw portion is tapped into the lower hole to complete the tightening, and by using an electric or pneumatic driver, one surface in the thickness direction of the flat plate portion 22 is brought into close contact with the flange plate 16 without rattling. It is easily and securely attached in the joined state.
In the present embodiment, the drill hole 262 of the drill screw 26 is formed in the flat plate portion 22 in advance, so that the efficiency of the reinforcement work is improved.
The flat plate portion 22 is fixed to the column 12 by welding at the column beam joint.

ウェブプレート１８に取り付けられる補強鋼材２０Ｂは、平板部３２とリブ部３４とで構成されている。
平板部３２は、厚さと、前記厚さよりも大きな寸法の幅と、前記幅よりも大きな寸法の長さを有する平板鋼からなり、厚さ方向の一方の面がウェブプレート１８に合わせて取着される。本実施の形態では、平板部３２の幅は、フランジプレート１６の間に収容されるように、補強すべき既存鋼構造部材の一部をなすウェブプレート１８の幅よりも僅かに小さい寸法で形成されている。
リブ部３４は、平板部３２がフランジプレート１６に取り付けられる面と反対の面から突設され、平板部３２の長さ方向の全長にわたって延在し、平板部３２の幅方向の中央に位置している。さらに、本実施の形態では、平板部３２の一定長さ毎に平板部３２の幅方向に延在するリブ部３６も設けられている。
平板部３２は低降伏点鋼から形成されている。
リブ部３４、３６は、前記低降伏点鋼よりも降伏点の高い一般鋼材、または、高降伏点鋼により形成され、低降伏点鋼、一般鋼材、高降伏点鋼として、従来公知の様々な鋼材が使用可能である。
リブ部３４、３６は、溶接などにより平板部３２に予め取着され、一体化されている。 The reinforcing steel material 20 </ b> B attached to the web plate 18 includes a flat plate portion 32 and a rib portion 34.
The flat plate portion 32 is made of flat plate steel having a thickness, a width having a dimension larger than the thickness, and a length having a dimension larger than the width, and one surface in the thickness direction is attached to the web plate 18. Is done. In the present embodiment, the width of the flat plate portion 32 is formed so as to be slightly smaller than the width of the web plate 18 forming a part of the existing steel structural member to be reinforced so as to be accommodated between the flange plates 16. Has been.
The rib portion 34 protrudes from the surface opposite to the surface on which the flat plate portion 32 is attached to the flange plate 16, extends over the entire length in the length direction of the flat plate portion 32, and is located at the center in the width direction of the flat plate portion 32. ing. Further, in the present embodiment, a rib portion 36 extending in the width direction of the flat plate portion 32 is also provided for each fixed length of the flat plate portion 32.
The flat plate portion 32 is formed from low yield point steel.
The rib portions 34 and 36 are formed of a general steel material having a higher yield point than the low yield point steel or a high yield point steel, and various types of conventionally known low yield point steel, general steel material, and high yield point steel are known. Steel can be used.
The rib portions 34 and 36 are attached to the flat plate portion 32 in advance by welding or the like and integrated.

補強鋼材２０Ｂ（平板部３２）のウェブプレート１８への取り付けは、ドリルねじ２６を用いてなされ、電動式やエア式のドライバを用いることで平板部３２の厚さ方向の一方の面がウェブプレート１８にがたつくことなく密接した接合状態で簡単に確実に取り付けられる。
本実施の形態では、平板部３２に、ドリルねじ２６の下孔２６０２が予め形成され、補強作業の効率化が図られている。
なお、平板部２２は、柱梁接合部のところでは溶接により柱１２に固定されている。
また、補強鋼材２０Ａ、２０Ｂにより柱１２を補強したため、柱梁接合部（パネルゾーン）に加わる力も大きくなるため、柱梁接合部に一般の鋼材を溶接により取り付け、補強している。 The reinforcing steel material 20B (flat plate portion 32) is attached to the web plate 18 using a drill screw 26, and one surface in the thickness direction of the flat plate portion 32 is a web plate by using an electric or pneumatic driver. It can be easily and securely attached in a tightly joined state without rattling.
In the present embodiment, a drill hole 2602 of the drill screw 26 is formed in advance in the flat plate portion 32, so that the efficiency of the reinforcing work is improved.
The flat plate portion 22 is fixed to the column 12 by welding at the column beam joint.
In addition, since the column 12 is reinforced by the reinforcing steel materials 20A and 20B, the force applied to the column beam joint (panel zone) is also increased. Therefore, a general steel material is attached and reinforced to the column beam joint by welding.

第１の実施の形態の補強工法によれば、Ｈ型鋼からなる既存の柱１２よりも補強鋼材２０Ａ、２０Ｂの平板部２２、３２が早く降伏を生じ、塑性変形を生じる。そして、塑性変形は鋼製の骨組構造の耐力が上がらず変形が進むことになり、地震による建物の振動エネルギを吸収し建物の振動エネルギが低減される。すなわち、制振効果が発揮され、結果的に建物の変形は小さくなり、耐震安全性が向上する。
また、リブ部２４、３４、３６は平板部２２、３２の座屈を防止するように機能するため、平板部２２、３２によるエネルギ吸収効果を十分に期待でき、制振効果を十分に発揮させる上で有利となる。
また、フランジプレート１６およびウェブプレート１８は、補強鋼材２０Ａ、２０Ｂが取り付けられることにより大型化するが、リブ部２４、３４、３６が部分的に突出する構成であるため、外観上、平板部２２、３２の厚さ分だけ大型になり、補強されるフランジプレート１６およびウェブプレート１８が不必要に大型化して見栄えを損ねる不具合が抑制される。
また、電動式やエア式のドライバを用いて簡単に補強作業を行なえるので、溶接を必要とする従来の補強工法に比べ、建物内に飛散する火気の量を抑制でき、また、有資格者による作業を減少できるため人員配置を迅速に行なえ、工期の短縮化、コストの低減化を図る上で有利となり、既存の部材を傷める不具合もなく、品質管理も簡単になされる。 According to the reinforcing method of the first embodiment, the flat plate portions 22 and 32 of the reinforcing steel materials 20A and 20B are yielded earlier than the existing column 12 made of H-shaped steel, and plastic deformation occurs. Then, the plastic deformation does not increase the proof stress of the steel frame structure, and the deformation proceeds, so that the vibration energy of the building due to the earthquake is absorbed and the vibration energy of the building is reduced. That is, the vibration control effect is exhibited, and as a result, the deformation of the building is reduced and the seismic safety is improved.
Further, since the rib portions 24, 34, and 36 function to prevent buckling of the flat plate portions 22 and 32, the energy absorption effect by the flat plate portions 22 and 32 can be sufficiently expected, and the vibration damping effect can be sufficiently exhibited. This is advantageous.
In addition, the flange plate 16 and the web plate 18 are enlarged by attaching the reinforcing steel materials 20A and 20B. However, since the rib portions 24, 34, and 36 are partially protruded, the flat plate portion 22 is externally viewed. , 32, and the flange plate 16 and the web plate 18 to be reinforced are unnecessarily increased in size and the appearance is impaired.
In addition, since it can be easily reinforced using an electric or pneumatic driver, the amount of fire scattered in the building can be reduced compared to conventional reinforcement methods that require welding. Therefore, it is advantageous to shorten the work period and reduce costs, and there is no problem of damaging existing members, and quality control is also simplified.

なお、リブ部２４、３４、３６を低降伏点鋼で形成してもよいが、本実施の形態のように、リブ部２４、３４、３６を一般鋼材や高降伏点鋼で形成しておくと、平板部２２、３２の座屈を防止し、制振効果を十分に発揮させる上で有利となる。   In addition, although rib part 24,34,36 may be formed with low yield point steel, rib part 24,34,36 is formed with general steel materials or high yield point steel like this Embodiment. This is advantageous in preventing buckling of the flat plate portions 22 and 32 and sufficiently exhibiting the vibration damping effect.

つぎに、第２の実施の形態について説明する。
図３は、第２の実施の形態は補強鋼材２０の説明図で図１のＡＡ断面に相当する柱の断面図を示している。
第２の実施の形態は補強鋼材２０の構成が第１の実施の形態と異なっている。
なお、以下の実施の形態では、第１の実施の形態と同様な箇所、部材について同一の符号を付し、その説明を省略する。
柱１２はＨ型鋼からなり、補強鋼材２０Ｃにより対向するフランジプレート１６を補強するようにしている。
補強鋼材２０Ｃは平板部２２と、３つのリブ部２４、３８、３８とで構成されている。
１つのリブ部２４は、平板部２２の幅方向の中央に設けられ、２つのリブ部３８は平板部２２の幅方向の両側にそれぞれ設けられている。
リブ部２４、３８、３８は、平板部２２がフランジプレート１６に取り付けられる面と反対の面から突設され、平板部２２の長さ方向の全長にわたって延在している。
そして、平板部２２は低降伏点鋼から形成され、リブ部２４、３８は、前記低降伏点鋼よりも降伏点の高い一般鋼材、または、高降伏点鋼により形成され、リブ部２４、３８、３８は、溶接などにより平板部２２に予め取着され、一体化されている。
平板部２２には、ドリルねじ２６の下孔２６０２が予め形成され、補強作業の効率化が図られている。
補強鋼材２０Ｃ（平板部２２）のフランジプレート１６への取り付けは、ドリルねじ２６を用いてなされる。
このような第２の実施の形態の補強工法によれば、第１の実施の形態と同様な効果が奏される。 Next, a second embodiment will be described.
FIG. 3 is an explanatory view of the reinforcing steel material 20 according to the second embodiment, and shows a cross-sectional view of a column corresponding to the AA cross section of FIG.
In the second embodiment, the configuration of the reinforcing steel material 20 is different from that of the first embodiment.
In the following embodiments, the same reference numerals are assigned to the same parts and members as in the first embodiment, and the description thereof is omitted.
The column 12 is made of H-shaped steel and reinforces the opposing flange plate 16 with a reinforcing steel material 20C.
The reinforcing steel material 20 </ b> C includes a flat plate portion 22 and three rib portions 24, 38, and 38.
One rib portion 24 is provided in the center of the flat plate portion 22 in the width direction, and two rib portions 38 are provided on both sides of the flat plate portion 22 in the width direction.
The rib portions 24, 38, and 38 project from a surface opposite to the surface on which the flat plate portion 22 is attached to the flange plate 16, and extend over the entire length of the flat plate portion 22.
The flat plate portion 22 is formed of a low yield point steel, and the rib portions 24 and 38 are formed of a general steel material having a higher yield point than the low yield point steel or a high yield point steel, and the rib portions 24 and 38. , 38 are previously attached to and integrated with the flat plate portion 22 by welding or the like.
In the flat plate portion 22, a drill hole 2602 of the drill screw 26 is formed in advance, so that the efficiency of the reinforcing work is improved.
The reinforcing steel material 20C (flat plate portion 22) is attached to the flange plate 16 using a drill screw 26.
According to the reinforcing method of the second embodiment, the same effect as that of the first embodiment is achieved.

つぎに、第３の実施の形態について説明する。
図４は、第３の実施の形態は補強鋼材２０の説明図で図１のＡＡ断面に相当する柱の断面図を示している。
第３の実施の形態は補強鋼材２０の構成が第１の実施の形態と異なっている。
柱１２はＨ型鋼からなり、補強鋼材２０Ｄにより対向するフランジプレート１６を補強するようにしている。
補強鋼材２０Ｄは平板部２２と、３つのリブ部２４、４０、４０とで構成されている。
１つのリブ部２４は、平板部２２の幅方向の中央に設けられ、２つのリブ部４０は平板部２２の幅方向の両側にそれぞれ設けられている。
リブ部２４、４０、４０は、平板部２２がフランジプレート１６に取り付けられる面と反対の面から突設され、平板部２２の長さ方向の全長にわたって延在している。
そして、平板部２２は低降伏点鋼から形成され、リブ部２４は、前記低降伏点鋼よりも降伏点の高い一般鋼材、または、高降伏点鋼により形成され、リブ部２４は、溶接などにより平板部２２に予め取着され、一体化されている。
また両側のリブ部４０、４０は、平板部２２が曲げ加工されて一体に形成されており、あるいは平板部２２とリブ部４０、４０が溝型鋼で構成されていて当初から一体成形され、したがって、リブ部４０、４０は平板部２２と同一の低降伏点鋼で形成されている。
平板部２２には、ドリルねじ２６の下孔２６０２が予め形成され、補強作業の効率化が図られている。
補強鋼材２０Ｄ（平板部２２）のフランジプレート１６への取り付けは、ドリルねじ２６を用いてなされる。
このような第３の実施の形態の補強工法によれば、第１の実施の形態と同様な効果が奏される。 Next, a third embodiment will be described.
FIG. 4 is an explanatory view of the reinforcing steel material 20 according to the third embodiment, and shows a cross-sectional view of a column corresponding to the AA cross section of FIG.
The third embodiment is different from the first embodiment in the configuration of the reinforcing steel material 20.
The column 12 is made of H-shaped steel and reinforces the opposing flange plate 16 with a reinforcing steel material 20D.
The reinforcing steel material 20D includes a flat plate portion 22 and three rib portions 24, 40, and 40.
One rib portion 24 is provided in the center of the flat plate portion 22 in the width direction, and two rib portions 40 are provided on both sides of the flat plate portion 22 in the width direction.
The rib portions 24, 40, 40 protrude from the surface opposite to the surface on which the flat plate portion 22 is attached to the flange plate 16, and extend over the entire length of the flat plate portion 22.
The flat plate portion 22 is formed from a low yield point steel, the rib portion 24 is formed from a general steel material having a higher yield point than the low yield point steel, or a high yield point steel, and the rib portion 24 is formed by welding or the like. Is previously attached to the flat plate portion 22 and integrated.
Further, the rib portions 40, 40 on both sides are formed integrally by bending the flat plate portion 22, or the flat plate portion 22 and the rib portions 40, 40 are made of channel steel and are integrally formed from the beginning. The rib portions 40 and 40 are made of the same low yield point steel as the flat plate portion 22.
In the flat plate portion 22, a drill hole 2602 of the drill screw 26 is formed in advance, so that the efficiency of the reinforcing work is improved.
The reinforcing steel material 20 </ b> D (flat plate portion 22) is attached to the flange plate 16 using a drill screw 26.
According to the reinforcing method of the third embodiment, the same effects as those of the first embodiment are achieved.

つぎに、第４の実施の形態について説明する。
図５は、第４の実施の形態は補強鋼材２０の説明図で図１のＡＡ断面に相当する柱の断面図を示している。
第４の実施の形態は補強鋼材２０の構成と、ドリルねじ２６に代えて打ち込み鋲４６を用いた点が第１の実施の形態と異なっている。
柱１２はＨ型鋼からなり、補強鋼材２０Ｅにより対向するフランジプレート１６を補強するようにしている。
補強鋼材２０Ｅは平板部２２と、２つのリブ部４２、４２とで構成されている。
２つのリブ部４２、４２は平板部２２の幅方向の両側にそれぞれ設けられている。
リブ部４２、４２は、平板部２２がフランジプレート１６に取り付けられる面と反対の面から突設され、平板部２２の長さ方向の全長にわたって延在している。
リブ部４２、４２は、平板部２２が曲げ加工されることで一体に形成されており、あるいは平板部２２とリブ部４２、４２が溝型鋼で構成されていて当初から一体成形され、平板部２２と両側のリブ部４２、４２は同一の低降伏点鋼で形成されている。
補強鋼材２０Ｅ（平板部２２）のフランジプレート１６への取り付けは、打ち込み鋲４６を用いてなされる。 Next, a fourth embodiment will be described.
FIG. 5 is an explanatory view of the reinforcing steel material 20 according to the fourth embodiment, and shows a cross-sectional view of a column corresponding to the AA cross section of FIG.
The fourth embodiment is different from the first embodiment in the configuration of the reinforcing steel material 20 and in that a driving rod 46 is used instead of the drill screw 26.
The column 12 is made of H-shaped steel and reinforces the opposing flange plate 16 with a reinforcing steel material 20E.
The reinforcing steel material 20E includes a flat plate portion 22 and two rib portions 42 and 42.
The two rib portions 42 are provided on both sides of the flat plate portion 22 in the width direction.
The rib portions 42, 42 protrude from a surface opposite to the surface on which the flat plate portion 22 is attached to the flange plate 16, and extend over the entire length of the flat plate portion 22.
The rib portions 42, 42 are integrally formed by bending the flat plate portion 22, or the flat plate portion 22 and the rib portions 42, 42 are formed of channel steel and are integrally formed from the beginning. 22 and the rib portions 42, 42 on both sides are formed of the same low yield point steel.
The reinforcing steel material 20E (the flat plate portion 22) is attached to the flange plate 16 using a driving rod 46.

打ち込み鋲４６は、頭部と軸部とを有し、軸部の先端が鋭く尖った鋲であり、エア式やガス式などの打鋲機を用いて打ち込むことにより、下孔をあけていない鋼材にも、あたかも木材に釘を打ち込むように打ち込むことができる鋲である。本実施の形態では、下孔４４を平板部２２のみに形成しておき、フランジプレート１６には下孔を形成せずに打ち込み鋲４６を打ち込むようにしている。
より詳細は、平板部２２がフランジプレート１６に合わせられる面で下孔４４の周囲の箇所に座ぐり４４Ａが形成されている。打ち込み鋲４６は、フランジプレート１６の母材を押し除けてフランジプレート１６を貫入していく。そのため、打ち込み鋲４６が打ち込まれた箇所には、貫入していく側と突き抜けて出る側との双方に、膨出部１６０２がそれぞれ形成される。もし仮に、平板部２２がフランジプレート１６に合わせられる面で下孔４４の周囲の箇所に座ぐり４４Ａが形成されていなかったならば、膨出部１６０２により平板部２２がフランジプレート１６から浮き上がり、その結果、平板部２２とフランジプレート１６とが密接しないことにより補強効果が損なわれる。本実施の形態では、座ぐり４４Ａを設け、膨出部１６０２をこの座ぐり４４Ａの内側に収容し、平板部２２とフランジプレート１６とを密接させて意図した補強効果が得られるようにしている。
このような第４の実施の形態の補強工法によれば、第１の実施の形態と同様な効果が奏される。 The driving rod 46 has a head portion and a shaft portion, and the tip of the shaft portion is sharp and sharp, and a pilot hole is not drilled by using an air type or gas type driving device. It is a spear that can be driven into steel as if it were a nail into wood. In the present embodiment, the lower hole 44 is formed only in the flat plate portion 22, and the driving rod 46 is driven into the flange plate 16 without forming the lower hole.
More specifically, spot facings 44 </ b> A are formed at locations around the lower hole 44 on the surface where the flat plate portion 22 is fitted to the flange plate 16. The driving rod 46 pushes the base material of the flange plate 16 and penetrates the flange plate 16. Therefore, the bulging portion 1602 is formed on both the penetrating side and the penetrating side where the driving bar 46 is driven. If the counterbore 44A is not formed around the lower hole 44 on the surface where the flat plate portion 22 is fitted to the flange plate 16, the flat plate portion 22 is lifted from the flange plate 16 by the bulging portion 1602. As a result, the reinforcing effect is impaired by the flat plate portion 22 and the flange plate 16 not being in close contact with each other. In the present embodiment, a counterbore 44A is provided, the bulging portion 1602 is accommodated inside the counterbore 44A, and the flat plate portion 22 and the flange plate 16 are brought into close contact with each other so that an intended reinforcing effect can be obtained. .
According to the reinforcing method of the fourth embodiment, the same effects as those of the first embodiment are achieved.

なお、上述の実施の形態では、本発明の補強工法で鋼構造部材である柱を補強する場合について説明したが、本発明は、トラス構造、ブレース構造、ラーメン構造などの各種の鋼構造物の柱や梁、ブレースなどの鋼構造部材に広く適用可能である。   In the above-described embodiment, the case of reinforcing a pillar which is a steel structure member by the reinforcing method of the present invention has been described. However, the present invention is applicable to various steel structures such as a truss structure, a brace structure, and a ramen structure. It can be widely applied to steel structural members such as columns, beams and braces.

第１の実施の形態の補強鋼材２０で補強された柱箇所の正面図である。It is a front view of the pillar location reinforced with reinforcement steel material 20 of a 1st embodiment. 図１のＡＡ断面図である。It is AA sectional drawing of FIG. 第２の実施の形態は補強鋼材２０の説明図で図１のＡＡ断面に相当する柱の断面図である。2nd Embodiment is explanatory drawing of the reinforced steel material 20, and is sectional drawing of the column corresponded to the AA cross section of FIG. 第３の実施の形態は補強鋼材２０の説明図で図１のＡＡ断面に相当する柱の断面図である。3rd Embodiment is explanatory drawing of the reinforced steel material 20, and is sectional drawing of the column corresponded to the AA cross section of FIG. 第４の実施の形態は補強鋼材２０の説明図で図１のＡＡ断面に相当する柱の断面図である。4th Embodiment is explanatory drawing of the reinforced steel material 20, and is sectional drawing of the column corresponded to the AA cross section of FIG.

符号の説明Explanation of symbols

１２……柱、１６……フランジプレート、１８……ウェブプレート、２０、２０Ａ、２０Ｂ、２０Ｃ、２０Ｄ、２０Ｅ……補強鋼材、２２、３２……平板部、２４、３４、３６、３８、４０……リブ部、２６……ドリルねじ、４６……打ち込み鋲。
12 …… Column, 16 …… Flange plate, 18 …… Web plate, 20, 20A, 20B, 20C, 20D, 20E …… Reinforced steel material, 22, 32 …… Flat plate portion, 24, 34, 36, 38, 40 …… Rib part, 26 …… Drill screw, 46 …… Drive hammer.

Claims (7)

既存鋼構造物を構成している既存鋼構造部材に補強鋼材を取り付けて前記既存鋼構造物を耐震補強するに際し、
前記補強鋼材は、厚さと、前記厚さよりも大きな寸法の幅と、前記幅よりも大きな寸法の長さを有し、その長さ方向を前記既存鋼構造部材の長手方向に沿わせて配置され厚さ方向の一方の面が前記既存鋼構造部材に合わせて取着される平板部と、前記平板部が前記既存鋼構造部材に取り付けられる面と反対の面から突設され前記平板部の長さ方向に延在するリブ部とで構成され、
前記平板部は低降伏点鋼から形成されている、
ことを特徴とする鋼構造物の耐震補強工法。 When attaching the reinforcing steel material to the existing steel structure member constituting the existing steel structure and seismically reinforcing the existing steel structure,
The reinforcing steel material has a thickness, a width of a dimension larger than the thickness, and a length of a dimension larger than the width, and the length direction thereof is arranged along the longitudinal direction of the existing steel structural member. One surface in the thickness direction is attached in accordance with the existing steel structural member, and the length of the flat plate portion is projected from a surface opposite to the surface where the flat plate portion is attached to the existing steel structural member. It is composed of a rib part extending in the vertical direction,
The flat plate portion is formed from a low yield point steel,
Seismic reinforcement method for steel structures. 前記リブ部は、前記平板部の幅方向の中央に設けられていることを特徴とする請求項２記載の鋼構造物の耐震補強工法。   The said rib part is provided in the center of the width direction of the said flat plate part, The earthquake-proof reinforcement method of the steel structure of Claim 2 characterized by the above-mentioned. 前記リブ部は、前記平板部の幅方向の両側に設けられていることを特徴とする請求項２記載の鋼構造物の耐震補強工法。   The said rib part is provided in the both sides of the width direction of the said flat plate part, The earthquake-proof reinforcement construction method of the steel structure of Claim 2 characterized by the above-mentioned. 前記リブ部は、前記平板部の幅方向の中央と幅方向の両側にそれぞれ設けられていることを特徴とする請求項２記載の鋼構造物の耐震補強工法。   The said rib part is provided in the center of the width direction of the said flat plate part, and the both sides of the width direction, respectively, The earthquake-proof reinforcement method of the steel structure of Claim 2 characterized by the above-mentioned. 前記リブ部は、前記低降伏点鋼よりも降伏点の高い一般鋼材、または、高降伏点鋼により形成されていることを特徴とする請求項１乃至４に何れか１項記載の鋼構造物の耐震補強工法。   The steel structure according to any one of claims 1 to 4, wherein the rib portion is made of a general steel material having a higher yield point than the low yield point steel or a high yield point steel. Seismic reinforcement method. 前記補強鋼材の前記既存鋼構造部材への取り付けは、ドリルねじを用いてなされ、前記平板部には、前記ドリルねじのねじ部とドリル刃の挿通を可能とした下孔が予め貫通形成されていることを特徴とする請求項１乃至５に何れか１項記載の鋼構造物の耐震補強工法。   The reinforcing steel material is attached to the existing steel structural member using a drill screw, and the flat plate portion is previously formed with a pilot hole through which a threaded portion of the drill screw and a drill blade can be inserted. The seismic reinforcement method for a steel structure according to any one of claims 1 to 5, wherein 前記補強鋼材の前記既存鋼構造部材への取り付けは、打ち込み鋲を用いてなされ、前記平板部には、前記打ち込み鋲の軸部の挿通を可能とした下孔が予め貫通形成され、かつ、前記平板部が前記既存鋼構造部材に合わされる面で前記下孔の周囲に座ぐりが予め形成されていることを特徴とする請求項１乃至５に何れか１項記載の鋼構造物の耐震補強工法。

The reinforcement steel material is attached to the existing steel structural member by using a driving rod, and the flat plate portion is previously formed with a through hole through which the shaft portion of the driving rod can be inserted, and 6. A seismic reinforcement for a steel structure according to any one of claims 1 to 5, wherein a counterbore is formed in advance around the pilot hole in a plane where the flat plate portion is fitted to the existing steel structural member. Construction method.

JP2006184154A 2006-07-04 2006-07-04 Seismic strengthening structure of steel structure Pending JP2008013957A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012052364A (en) * 2010-09-02 2012-03-15 Fujita Corp Aseismatic reinforcing method of existing steel frame building

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JPS57144612U (en) * 1981-03-06 1982-09-10
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JPH05295851A (en) * 1991-07-17 1993-11-09 Taisei Corp Composite damping steel material
JPH0657820A (en) * 1992-08-07 1994-03-01 Nippon Steel Corp Anti-seismic steel structure
JP2669740B2 (en) * 1991-12-04 1997-10-29 株式会社フジタ Damping frame structure
JPH10331437A (en) * 1997-05-28 1998-12-15 Taisei Corp Earthquake resistant reinforcing construction for existing beam and column
JP2003301827A (en) * 2002-04-05 2003-10-24 Wakai & Co Ltd Drill screw for steel plate
JP2003321945A (en) * 2002-04-30 2003-11-14 Hazama Gumi Ltd Aseismic damper and aseismic structure using the same
JP2005320989A (en) * 2004-05-06 2005-11-17 Santoku Shoji Kk Drill screw for sheet
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS57144612U (en) * 1981-03-06 1982-09-10
JPS6241412A (en) * 1985-08-16 1987-02-23 オリンパス光学工業株式会社 Fixing device
JPH05295851A (en) * 1991-07-17 1993-11-09 Taisei Corp Composite damping steel material
JP2669740B2 (en) * 1991-12-04 1997-10-29 株式会社フジタ Damping frame structure
JPH0657820A (en) * 1992-08-07 1994-03-01 Nippon Steel Corp Anti-seismic steel structure
JPH10331437A (en) * 1997-05-28 1998-12-15 Taisei Corp Earthquake resistant reinforcing construction for existing beam and column
JP2003301827A (en) * 2002-04-05 2003-10-24 Wakai & Co Ltd Drill screw for steel plate
JP2003321945A (en) * 2002-04-30 2003-11-14 Hazama Gumi Ltd Aseismic damper and aseismic structure using the same
JP2005320989A (en) * 2004-05-06 2005-11-17 Santoku Shoji Kk Drill screw for sheet
JP2006002828A (en) * 2004-06-17 2006-01-05 Isuzu Motors Ltd Bolt tightening structure

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012052364A (en) * 2010-09-02 2012-03-15 Fujita Corp Aseismatic reinforcing method of existing steel frame building

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