JP2008223225A - Column member, ufc-made precast form and earthquake resisting reinforcement method for column member using the same - Google Patents

Column member, ufc-made precast form and earthquake resisting reinforcement method for column member using the same Download PDF

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JP2008223225A
JP2008223225A JP2007058434A JP2007058434A JP2008223225A JP 2008223225 A JP2008223225 A JP 2008223225A JP 2007058434 A JP2007058434 A JP 2007058434A JP 2007058434 A JP2007058434 A JP 2007058434A JP 2008223225 A JP2008223225 A JP 2008223225A
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column member
ufc
column
precast
steel
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JP4992479B2 (en
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Naoki Sogabe
直樹 曽我部
Shinichi Yamanobe
慎一 山野辺
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Kajima Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a column member, having high earthquake resistance brought by high deformation performance and stable secondary rigidity, and having excellent workability and economical efficiency, a UFC-made precast form and an earthquake resisting reinforcement method for a column member using the UFC-made precast. <P>SOLUTION: Concrete of a cover part in a plastic hinge section L of a column having RC structure is chipped to expose a main reinforcement 1b and a hoop 1c. The UFC-made precast form 2 is installed in the outer periphery thereof. A void part 3 between the precast form 2 and the column 1 is filled with ordinary concrete 4. The UFC-made precast form 2 is constructed in the axial direction and in the circumferential direction by a plurality of parts. Horizontal joint parts 8a, 8b functioning as crack guide joints are provided in the circumferential direction and in the axial direction of the column 1 in the UFC-made precast form 2. The respective parts of the UFC-made precast form 2 are formed of ultra-high strength fiber reinforced concrete. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本発明は、超高強度繊維補強コンクリートからなるプレキャスト型枠(以下「ＵＦＣ製プレキャスト型枠」という)を用いた柱部材、ＵＦＣ製プレキャスト型枠および柱部材の耐震補強方法に関し、例えば、既存の単柱式ＲＣ構造または鉄骨構造の橋脚、または既存のＲＣまたは鉄骨ラーメン構造の橋脚、さらにはＲＣ地下構造物の中柱の柱頭および柱脚などの耐震補強、補修に適用される。また、プラント等の建築構造物における鉄骨構造からなる柱部材にも適用される。   The present invention relates to a column member using a precast mold made of ultra-high strength fiber reinforced concrete (hereinafter referred to as “UFC precast mold”), a UFC precast mold, and a method for seismic reinforcement of a column member. It is applied to seismic reinforcement and repair of piers of single-column RC structure or steel structure, piers of existing RC or steel-framed ramen structures, and the pillars and piers of the middle pillars of RC underground structures. Moreover, it applies also to the column member which consists of a steel frame structure in building structures, such as a plant.

例えば、図１１に図示するような単柱式ＲＣ構造の橋脚では、大地震時に橋脚基部Ａに損傷が集中し、いわゆる塑性ヒンジ区間が形成される。そして、橋脚全体の耐震性はこの塑性ヒンジ区間に大きく依存することになる。   For example, in a single-column RC structure pier as shown in FIG. 11, damage concentrates on the pier base A during a large earthquake, and a so-called plastic hinge section is formed. And the earthquake resistance of the whole pier greatly depends on this plastic hinge section.

１９９５年の兵庫県南部地震で見られたＲＣ構造の各種橋脚の損傷原因として、橋脚基部に形成された塑性ヒンジ区間に大きな曲げ変形が集中し、その大きさが橋脚の耐震性能を超えるものであったことが指摘されている。   As a cause of damage to various piers of RC structures found in the 1995 Hyogoken-Nanbu Earthquake, large bending deformation is concentrated in the plastic hinge section formed at the base of the pier, and its size exceeds the seismic performance of the pier. It has been pointed out that there was.

このため、鉄骨構造物やＲＣ構造物の耐震性を向上させるためには、地震時に曲げ変形が集中する柱脚部と柱頭部の耐震性を向上させることが不可欠となる。   For this reason, in order to improve the earthquake resistance of the steel structure or the RC structure, it is essential to improve the earthquake resistance of the column base and the column head where bending deformation concentrates during an earthquake.

近年、ＲＣ構造物の耐震性能を高める構造形式として繊維を補強材として利用したＲＣ構造が開発されている。例えば、特許文献１には、補強用短繊維を混入して成形されたプレキャストコンクリート部材と、このプレキャストコンクリート部材を型枠にして打設されたコンクリートからなるコンクリート構造体が開示されている。   In recent years, an RC structure using fibers as a reinforcing material has been developed as a structural form for enhancing the earthquake resistance of the RC structure. For example, Patent Document 1 discloses a concrete structure made of a precast concrete member formed by mixing reinforcing short fibers and concrete cast using the precast concrete member as a mold.

こうした構造をさらに発展させたものである特願２００５−１８９２４７の発明は、ＲＣ構造体の塑性ヒンジ部に対して超高強度繊維補強コンクリート（以下，ＵＦＣと称する）からなるプレキャスト型枠を複数適用し、ＲＣ部材のかぶり部分をＵＦＣで形成することによりコアコンクリートの圧壊と主鉄筋の座屈を抑制し、高い変形性能を実現するものである。   The invention of Japanese Patent Application No. 2005-189247, which is a further development of such a structure, applies a plurality of precast molds made of ultra-high strength fiber reinforced concrete (hereinafter referred to as UFC) to the plastic hinge portion of the RC structure. In addition, by forming the cover portion of the RC member with UFC, the collapse of the core concrete and the buckling of the main rebar are suppressed, and high deformation performance is realized.

一方、既存建物の耐震補強工法としてＲＣ構造の柱部材に鋼板や連続繊維シート、さらにはコンクリート等を巻き立てる方法も知られている。   On the other hand, as a seismic reinforcement method for an existing building, a method of winding a steel plate, a continuous fiber sheet, concrete, or the like around a column member of an RC structure is also known.

特開平１０−１４７９７６号公報Japanese Patent Laid-Open No. 10-147976

しかし、特許文献１に示された発明は、周方向に一体となったプレキャスト型枠からなり、新設の柱部材のみにしかプレキャスト型枠を適用することができず、既存の柱部材の耐震補強や補修を想定していない。   However, the invention shown in Patent Document 1 is composed of a precast formwork integrated in the circumferential direction, and the precast formwork can be applied only to a newly installed column member, and the existing column member is seismically strengthened. No repairs are assumed.

当該プレキャスト型枠を適用することにより既存の柱部材の変形性能、耐震性能を向上させることは建設時における耐震基準が低く、現在の設計基準においては耐震性能的に問題のある橋梁、地下構造物などの耐震性能を改善させ、将来における大規模地震に対する安全性を確保できるほか、地震時に損傷した部材の修復においても有意である。当該プレキャスト型枠を既存の部材の耐震補強や補修に適用する場合、以下のような課題が考えられる。   Improving the deformation performance and seismic performance of existing column members by applying the precast formwork has low seismic standards at the time of construction, and the current design standards have problems with seismic performance in bridges and underground structures. In addition to improving seismic performance such as, ensuring safety against large-scale earthquakes in the future, it is also significant in repairing parts damaged during an earthquake. When applying the precast formwork to seismic reinforcement and repair of existing members, the following problems can be considered.

(1) プレキャスト型枠を分割化する必要がある。
(2) 既存の柱部材とプレキャスト型枠を一体化させる必要がある。 (1) The precast formwork needs to be divided.
(2) Existing column members and precast formwork need to be integrated.

一方、既存の柱部材に鋼板や連続繊維シート、さらにはコンクリート等を巻き立てる既存建物の耐震補強工法のうち、鋼板を巻き立てる方法では地震時に圧縮側が座屈することにより耐力が低下する上に鋼材の腐食対策が必要になりコストが嵩む等の課題があった。   On the other hand, among existing seismic reinforcement methods for existing buildings that wind steel plates, continuous fiber sheets, concrete, etc. around existing pillar members, the method of winding steel plates reduces the yield strength due to buckling of the compression side during an earthquake, and the steel material There are problems such as the need for countermeasures against corrosion and increased costs.

また、連続繊維シートを巻き立てる方法では、鋼材やコンクリートを巻き立てる方法に比べてコストが高くなる他、シート自体に圧縮力を負担する性能はないため、曲げ圧縮に対する耐震補強はできないという問題がある。   In addition, the method of winding a continuous fiber sheet is more costly than the method of winding steel or concrete, and the sheet itself does not have the ability to bear a compressive force, so that there is a problem that seismic reinforcement against bending compression cannot be performed. is there.

また、コンクリートを巻き立てる方法では、巻き立て量が厚くなり、周辺環境によっては適用が困難になると共に橋脚重量の増加に伴い地震時における基礎への負担が大きくなり、その損傷が大きくなる場合がある。   In addition, with the method of winding concrete, the amount of winding becomes thick, making it difficult to apply depending on the surrounding environment, and increasing the weight of the pier increases the burden on the foundation during an earthquake, which may increase the damage. is there.

さらに、Ｈ形鋼などの鉄骨材からなる柱部材では、負担する重量や想定される地震力が増大した場合でも、鋼材により断面積を増加させることが困難であることから、柱数の増設やコンクリートの巻き立てが行われるが、いずれも柱の断面積を増大させ、施設の共用空間の低減につながる等の問題がある。   Furthermore, with column members made of steel frames such as H-shaped steel, it is difficult to increase the cross-sectional area with steel materials even when the weight to be borne or the estimated seismic force is increased. Although concrete is rolled up, there are problems such as increasing the cross-sectional area of each column and reducing the common space of the facility.

本発明は、以上の課題を解決するためになされたもので、主として既存のＲＣ構造物の塑性ヒンジ区間におけるかぶり部分にＵＦＣ製プレキャスト型枠を適用して高い圧縮強度と曲げ強度を有するＵＦＣに置換することにより、ＲＣ構造物の変形性能、耐震性を向上させるようにした柱部材、ＵＦＣ製プレキャスト型枠および当該ＵＦＣ製プレキャスト型枠を用いた柱部材の耐震補強方法を提供することを目的とする。   The present invention has been made in order to solve the above-described problems. A UFC precast mold is mainly applied to a cover portion in a plastic hinge section of an existing RC structure. An object of the present invention is to provide a column member that improves the deformation performance and earthquake resistance of RC structures by replacing, a UFC precast formwork, and a method for seismic reinforcement of a column member using the UFC precast formwork. And

請求項１記載の柱部材は、ＲＣ構造または鉄骨構造の柱部材の外周に超高強度繊維補強コンクリートからなるプレキャスト型枠を設置し、当該プレキャスト型枠と前記柱部材間の空隙部に充填材を充填してなる柱部材において、前記プレキャスト型枠は前記柱部材の軸方向および周方向に複数のパーツから構成し、かつ軸方向に組み合わされたパーツ間の水平継目がプレキャスト型枠として一体化した後にひび割れ誘導目地として機能するように構成してあることを特徴とするものである。   The column member according to claim 1, wherein a precast mold made of ultra-high-strength fiber reinforced concrete is installed on the outer periphery of a column member having an RC structure or a steel structure, and a filler is provided in a space between the precast mold and the column member. In the column member filled with, the precast formwork is composed of a plurality of parts in the axial direction and circumferential direction of the column member, and the horizontal seam between the parts combined in the axial direction is integrated as a precast formwork. After that, it is configured to function as a crack-inducing joint.

請求項２記載の柱部材の耐震補強方法は、既存のＲＣ構造または鉄骨構造の柱部材の外周に超高強度繊維補強コンクリートからなるプレキャスト型枠を設置し、当該プレキャスト型枠と柱部材間の空隙部に充填材を充填する柱部材の耐震補強方法において、前記プレキャスト型枠は前記柱部材の軸方向および周方向に複数のパーツから構成し、かつ軸方向に組み合わせたパーツ間の水平継目がプレキャスト型枠として一体化した後にひび割れ誘導目地として機能するように設置することを特徴とするものである。   The seismic reinforcement method for a column member according to claim 2 is characterized in that a precast formwork made of ultra-high strength fiber reinforced concrete is installed on the outer periphery of a column member of an existing RC structure or steel structure, and between the precast formwork and the column member In the seismic reinforcement method for a column member in which a gap is filled with a filler, the precast formwork is composed of a plurality of parts in the axial direction and the circumferential direction of the column member, and a horizontal seam between the combined parts in the axial direction is provided. After being integrated as a precast formwork, it is installed so as to function as a crack-inducing joint.

本発明は、ＲＣ構造や鉄骨構造の柱部材の表面に付加的にＵＦＣ製プレキャスト型枠を設置し、柱部材と一体化させることで、既存柱部材の耐震補強を図るものであり、超高強度繊維補強コンクリートからなるプレキャスト型枠、すなわちＵＦＣ製プレキャスト型枠を既存のＲＣ構造または鉄骨構造の柱部材の塑性ヒンジ区間の外周に設置し、当該柱部材と一体化させることにより柱部材の変形性能と耐震性を向上させるようにしたものである。   In the present invention, a UFC precast formwork is additionally installed on the surface of a column member having an RC structure or a steel structure, and is integrated with the column member, thereby achieving seismic reinforcement of the existing column member. Precast formwork made of high-strength fiber reinforced concrete, that is, UFC precast formwork, is installed on the outer periphery of the plastic hinge section of the existing RC structure or steel structure column member, and is integrated with the column member to deform the column member It is designed to improve performance and earthquake resistance.

本発明をＲＣ構造の柱部材に適用すれば、コンクリートのかぶり部分をＵＦＣに置換することができ、同箇所の圧壊の遅延と主筋の座屈を抑制することにより、柱部材の変形性能を向上させることができる。また、Ｈ形鋼などからなる鉄骨構造の柱部材に適用し内部にコンクリート材料を充填し鉄骨と一体化することで、柱部材を鉄骨コンクリート構造化することができ、曲げ耐力と変形性能を向上させることができる。さらに、架設材として設置されたＨ形鋼などからなる鉄骨材に適用すれば、ＳＲＣ部材として本設材として利用することができる。また、地震などで損傷した鋼部材の補修工法として適用することができ、その場合には震災を被る前以上の変形性能と耐震性を付与することができる。   If the present invention is applied to an RC structure column member, the concrete cover portion can be replaced with UFC, and the deformation performance of the column member is improved by suppressing the collapse of the same part and the buckling of the main bar. Can be made. Also, by applying it to steel structure column members made of H-shaped steel, etc., filling the inside with concrete material and integrating it with the steel frame, the column member can be made into a steel concrete structure, improving bending strength and deformation performance. Can be made. Furthermore, if it applies to the steel frame material which consists of H-section steel etc. installed as a construction material, it can utilize as this installation material as a SRC member. Moreover, it can apply as a repair method of the steel member damaged by the earthquake etc., In that case, the deformation performance and earthquake resistance more than before suffering an earthquake disaster can be provided.

この場合のＵＦＣは、圧縮強度の大きいコンクリートまたはモルタルに鋼繊維や炭素繊維、あるいはガラス繊維などを混入した繊維補強コンクリートであって、圧縮強度が１００〜２５０Ｎ／mm２、曲げ引張強度が１０〜４０Ｎ／mm２、ひび割れ発生時引張強度が５〜１５Ｎ／mm２の程度のものを使用することができる。 The UFC in this case is a fiber reinforced concrete in which steel fiber, carbon fiber, glass fiber or the like is mixed into concrete or mortar with high compressive strength, and has a compressive strength of 100 to 250 N / mm 2 and a bending tensile strength of 10 to 10. 40N / mm 2, can cracking tensile strength to use a degree of 5~15N / mm 2.

通常のＲＣ部材の軸方向鉄筋量はかぶり部分をはつり落とし、ＵＦＣで置換すると、全軸方向鉄筋の引張降伏力に対抗できる圧縮力をＵＦＣ型枠部分で負担できる。その結果、一方向曲げの場合は全軸方向鉄筋が降伏するまで部材は曲げ破壊しない。   If the amount of the reinforcing bar in the axial direction of a normal RC member hangs the cover part and replaces it with UFC, the UFC mold part can bear the compressive force that can counter the tensile yield force of all the reinforcing bars in the axial direction. As a result, in the case of unidirectional bending, the member does not bend and break until all axial rebars yield.

地震のような正負交番荷重に対しても、鉄筋の座屈を抑制する効果があり、変形性能が大幅に増加する。部材寸法および自重の増加なく補強が可能になる。既往の方法はプレキャスト型枠を用いていても、部材周方向にＰＣ鋼材や鋼板をつないで拘束していたが、本考案はそれとは異なる機構であり、圧縮力をＵＦＣが負担することにより変形性能を向上するものである。   Even for positive and negative alternating loads such as earthquakes, there is an effect of suppressing the buckling of the reinforcing bars, and the deformation performance is greatly increased. Reinforcement is possible without an increase in member dimensions and dead weight. Even though the existing method used precast formwork, PC steel and steel plates were connected and restrained in the circumferential direction of the member, but the present invention is a mechanism different from that and deformed by UFC bearing the compressive force. It improves performance.

例えば、超高強度繊維補強モルタルからなるプレキャスト型枠の厚さtは、全軸方向鋼材の降伏荷重と常時軸圧縮力を負担できる厚さとなるように設定すると、曲げに対して断面の圧縮縁が圧縮破壊することがないので、曲げに対して理想的な部材断面とすることができる。   For example, if the thickness t of the precast formwork made of ultra-high-strength fiber reinforced mortar is set to a thickness that can bear the yield load of all axial steel materials and the constant axial compression force, the compression edge of the cross section against bending Therefore, an ideal member cross section for bending can be obtained.

橋脚などのＲＣ部材の軸方向鉄筋比は1.0〜1.5％程度であることが多い。1.5％の場合の試算を示す。なお、死荷重による軸圧縮応力度を1.0 N/mm2と仮定した。 The axial rebar ratio of RC members such as bridge piers is often about 1.0 to 1.5%. The estimation for 1.5% is shown. The axial compressive stress due to dead load was assumed to be 1.0 N / mm 2 .

軸方向鉄筋比p=0.015，Ac=b×h，鋼材の降伏強度fsy=345N/mm2
0.5・b・t・fc=p・Ac・fsy＋Ac・σn = (p・fsy＋σn)・(b・h)
t/h=(pba・fsy＋σn)/fc = (0.015×345＋1.0)/(0.5×180)=(5.175+1.0)/90.0 = 0.0686 Axial bar ratio p = 0.015, A c = b × h, steel yield strength f sy = 345 N / mm 2
0.5 ・ b ・ t ・ f c = p ・ A c ・ f sy + A c ・ σ n = (p ・ f sy + σ n ) ・ (b ・ h)
t / h = (p ba ・ f sy + σ n ) / f c = (0.015 × 345 + 1.0) / (0.5 × 180) = (5.175 + 1.0) /90.0 = 0.0686

すなわち、軸方向鉄筋量1.5％の場合、曲げの終局時において型枠が圧縮破壊しない型枠の厚さは、断面高さの7.0%である。同様に軸方向鉄筋量1.0%では断面高さの5.0%である。通常の帯鉄筋に対するかぶり厚さ(たとえば90mm程度)であれば、元のＲＣ部材の断面高さが、1.3〜1.8m程度まで、本考案により、かぶり部分をはつり落とし、ＵＦＣ型枠に置換すれば、断面寸法を大きくすることなく、補強が可能になる。また、元のかぶりコンクリートで対処できないような大断面のＲＣ部材においても、既設かぶりコンクリートを除去し、本考案の型枠で補強すると、断面寸法は、元の断面よりも増大するが、従来の鉄筋コンクリート巻立てよりもはるかに小さくて済む。   That is, when the amount of reinforcing bars in the axial direction is 1.5%, the thickness of the mold that the mold does not undergo compressive fracture at the end of bending is 7.0% of the cross-sectional height. Similarly, the axial rebar amount is 1.0%, which is 5.0% of the cross-section height. If it is a cover thickness (for example, about 90 mm) with respect to a normal band reinforcement, the cross-section height of the original RC member is about 1.3 to 1.8 m, and the cover portion is suspended by the present invention and replaced with a UFC formwork. In this case, reinforcement can be performed without increasing the cross-sectional dimension. Also, even in RC members with large cross-sections that cannot be handled by the original cover concrete, if the existing cover concrete is removed and reinforced with the formwork of the present invention, the cross-sectional dimension will be larger than the original cross-section, It is much smaller than reinforced concrete winding.

また、ＵＦＣ製プレキャスト型枠と柱部材間の空隙部に充填する充填材には普通コンクリート、グラウト、モルタル、あるいは樹脂などを用いることができる。   In addition, ordinary concrete, grout, mortar, resin, or the like can be used as the filler that fills the space between the UFC precast formwork and the column member.

また、パーツ化されたＵＦＣ製プレキャスト型枠の各パーツ同士は、特殊な形状によるパーツの組み合わせ、突合せ接合部における継手同士のかみ合わせやボルト接合、あるいは接着材による接着接合で組み合わせた後、既存ＲＣ柱との空隙に樹脂充填などを行うことにより一体化させることができる。   In addition, each part of the UFC precast formwork that has been made into parts is a combination of parts with a special shape, engagement of joints at the butt joint, bolt connection, or adhesive bonding with an adhesive, and then existing RC They can be integrated by filling the gaps between the columns with resin.

例えば、既設の柱状の部材に対して、断面が略コの字形状のＵＦＣ製プレキャスト型枠を２個、組み合わせ、かつ部材軸方向に同型枠の鉛直突合せ部が千鳥となるように積層して一体化させる方法がある。   For example, two UFC precast molds with a substantially U-shaped cross section are combined with existing columnar members, and stacked so that the vertical abutting portions of the same mold form are staggered in the member axial direction. There is a way to integrate.

この方法では、側面の幅方向中心に同型枠パーツの鉛直突合せ目地（鉛直目地部）を配置し、同鉛直突合せ部では引張力の伝達強度がＵＦＣ母材に比べ小さいかまったく期待できない場合でも、プレキャスト型枠の水平目地を部材側面幅内で一つの凹または凸形状とし、鉛直突合せ部を千鳥となるように配置することで、鉛直突合せ部におけるＵＦＣの不連続部分をプレキャスト型枠適用区間の３０%程度以下にでき、巻立て補強効果、特に主筋の座屈防止効果を分割プレキャスト型枠でありながら高めることができる（図６、図７）。   In this method, even if the vertical butt joint (vertical joint) of the same formwork part is arranged at the center in the width direction of the side surface, even if the transmission strength of the tensile force is smaller than the UFC base material or cannot be expected at all, By arranging the horizontal joint of the precast formwork as one concave or convex shape within the side width of the member and arranging the vertical butt part to be staggered, the UFC discontinuous part in the vertical butt part can be used as the precast formwork application section. It can be reduced to about 30% or less, and the effect of reinforcing the winding, particularly the effect of preventing buckling of the main bars can be enhanced while being a divided precast formwork (FIGS. 6 and 7).

プレキャスト型枠においては、鉛直突合せ部のような不連続部分がなければもちろん望ましいが、既設部材の補強では、断面の周方向に分割が必要となるため、不連続部分が存在してしまう。   In the precast formwork, it is of course desirable if there is no discontinuous portion such as a vertical butt portion. However, since the reinforcement of the existing member requires division in the circumferential direction of the cross section, there is a discontinuous portion.

図６の方法では不連続部分がプレキャスト型枠区間の５０％となるが、この程度では軸方向鉄筋の座屈を拘束するのに十分な剛性と強度がない。   In the method of FIG. 6, the discontinuous portion is 50% of the precast form section, but at this level, there is not sufficient rigidity and strength to restrain the buckling of the axial rebar.

一方、１０％以下になり突合せ部が先細りした部材となると、圧縮強度を発揮させるために十分均一なＵＦＣを打設するための施工性が悪くなったり、合せ部に凹凸などの噛み合わせ機構を設けることが困難になる。   On the other hand, when the member becomes 10% or less and the butt portion is tapered, the workability for placing a sufficiently uniform UFC to exert compressive strength is deteriorated, or a meshing mechanism such as unevenness is provided in the mating portion. It becomes difficult to provide.

そこで、種々検討した結果、鉄筋の座屈を拘束する効果を保持しつつ、突合せ部に噛み合わせ機構を設けることができる望ましい範囲は、３０％程度となる。   Therefore, as a result of various studies, a desirable range in which the meshing mechanism can be provided at the butt portion while maintaining the effect of restraining the buckling of the reinforcing bar is about 30%.

また、この場合、水平目地の凹凸はせん断キーとしても作用する。さらに、上記に類する方法として図８に示すように突合せ部を斜めとしその角度を緩やかにするような組み合わせを行えば、主筋と突合せ部が平行とならないため、その座屈拘束効果を高めることができる。特に、水平目地を凹凸する方法と組み合わせれば効果が大きくなる。なお、ここでいう水平目地には図８に図示するような、斜め方向に連続する目地も含む。   In this case, the unevenness of the horizontal joint also functions as a shear key. Furthermore, as a method similar to the above, if the combination is made such that the abutting portion is slanted and the angle thereof is moderated as shown in FIG. 8, the main bar and the abutting portion are not parallel, so that the buckling restraining effect can be enhanced. it can. In particular, the effect is enhanced when combined with the method of unevenness of the horizontal joint. Here, the horizontal joint includes a joint that is continuous in an oblique direction as shown in FIG.

また、部材断面の隅角部で分割されたプレキャスト型枠を接合する場合は、隅角部にオス、メスの切欠き部を設け、互いに噛み合わせるように上方から型枠を組むことにより一体化することができる（図１０（ａ））。   In addition, when joining precast molds divided at the corners of the member cross section, it is integrated by forming male and female notches in the corners and assembling the molds from above so that they mesh with each other (FIG. 10A).

この時、切欠き部は、ほぞやＴ字型、丸型および電車の連結部、パズルピースの端部のような構造など、隅角部における主筋の座屈に対して、型枠が分離しないような形状とする。また、隅角部に接続用の金具を用いても良いし、隅角部に貫通する孔と定着部を設け、ボルト締めにより接合しても良い。   At this time, the notch part does not separate the formwork against the buckling of the main muscle at the corner, such as tenon, T-shape, round shape, train connection part, structure like the end of the puzzle piece, etc. The shape is as follows. Further, a metal fitting for connection may be used in the corner portion, or a hole and a fixing portion penetrating the corner portion may be provided and joined by bolting.

一方、三角形Ｌ字型の型枠を千鳥状に高さ方向に重ねていくことにより、隅角部における分割されたプレキャスト型枠の接合部（鉛直突合せ部）におけるＵＦＣの不連続長さを最小とすることができる（図９）。   On the other hand, by disposing triangular L-shaped formwork in a staggered pattern in the height direction, the discontinuous length of UFC at the junction (vertical butt part) of the divided precast formwork at the corner is minimized. (FIG. 9).

なお、いずれの場合も、型枠の内面には後に充填されるコンクリート、モルタル等の充填材と一体化するための凹凸を設けておき、主筋の座屈に伴うはらみ出しに対して、十分な拘束力を確保する。この方法では、隅角部におけるほぞやＴ字型などの細かい接合部の製作が不要で、組み合わせ方も容易である。   In either case, the inner surface of the mold is provided with irregularities to be integrated with a filler such as concrete and mortar to be filled later, which is sufficient for the protrusion of the main bar due to buckling. Ensure binding force. In this method, it is not necessary to produce a tenon such as a tenon or T-shape at the corner, and the combination is easy.

以上のプレキャスト型枠の水平方向の目地には、型枠の面内方向と面外方向のいずれかまたは両方にせん断キー、コッター、ダウエルバーなどのずれ止めを設けてもよい。   The horizontal joints of the above precast molds may be provided with stoppers such as shear keys, cotters and dowel bars in either or both of the in-plane direction and the out-of-plane direction of the mold.

特に、面外方向のずれ止めは、断面高さが減少した型枠部分のはらみ出しに対し、好適である。鉛直方向の目地においても、水平方向のダウエルバーなどのずれ止めを設けてもよい。以上は、ＵＦＣ製プレキャスト型枠の分割と一体化に関する技術である。なお、これらの型枠には帯鉄筋を内包してもよい。この場合、鉛直突合せ目地で帯鉄筋を接続しなくともよい。さらに、補強、補修工法に限らず、新設構造物に対するプレキャスト工法として適用してもよい。この場合、断面の平面寸法が、完成時の半分のプレキャスト型枠でよく、運搬重量が小さくて済む。また、組み立てられた柱の鉄筋の上方からクレーン等で吊り込む必要がないので、作業性も向上する。   In particular, the out-of-plane displacement prevention is suitable for the protrusion of the mold part having a reduced cross-sectional height. Even in the vertical joint, a horizontal stopper such as a dowel bar may be provided. The above is the technology related to the division and integration of the UFC precast formwork. In addition, you may include a band reinforcement in these formwork. In this case, it is not necessary to connect the rebar at the vertical butt joint. Furthermore, you may apply as a precast construction method with respect to a new structure not only in a reinforcement and a repair construction method. In this case, the cross-sectional plane dimension may be a precast mold half of the completed one, and the carrying weight is small. Moreover, since it is not necessary to suspend with the crane etc. from the upper direction of the reinforcing bar of the assembled pillar, workability | operativity also improves.

請求項３記載の柱部材の耐震補強方法は、請求項２記載の柱部材の耐震補強方法において、ＲＣ構造の柱部材のかぶり部分のコンクリートを取り除いて当該ＲＣ柱部材の補強筋を露出させ、当該補強筋の外周にプレキャスト型枠を設置することを特徴とするものである。   The seismic reinforcement method for a column member according to claim 3 is the seismic reinforcement method for a column member according to claim 2, wherein the concrete of the cover portion of the column member of the RC structure is removed to expose the reinforcing bars of the RC column member, A precast formwork is installed on the outer periphery of the reinforcing bar.

本発明は、ＲＣ構造からなる既存柱部材の耐震補強・補修する場合で、既存のＲＣ部材とＵＦＣ製プレキャスト型枠との一体化により、ＵＦＣ製プレキャスト型枠が既存のＲＣ柱部材のかぶりコンクリートとして機能し、かつ水平目地部がひび割れ誘導目地として機能することにより、かぶりコンクリートの圧壊と主筋の座屈抑制により変形性能が向上するため、地震時の損傷や残留変形の低減等の効果を既存のＲＣ柱部材に付与することができる。   The present invention is a case of retrofitting and repairing an existing column member made of RC structure, and by integrating the existing RC member with a UFC precast formwork, the UFC precast formwork is a cover concrete of the existing RC column member. And the horizontal joints function as crack-inducing joints, so the deformation performance is improved by crushing the cover concrete and suppressing buckling of the main bars. It can be applied to the RC column member.

また、元のかぶり部分をＵＦＣに置換することでかぶり部分の厚さを小さくでき、これによりＲＣ、鋼板巻き立て工法などで問題となる補強後の部材寸法、部材重量の増加をなくした補強が可能になり、さらに基礎の負担荷重が増えるのも防止することができる。   In addition, by replacing the original cover part with UFC, the thickness of the cover part can be reduced, thereby eliminating the increase in member size and member weight after reinforcement, which is a problem in RC, steel sheet winding method, etc. It becomes possible, and it can prevent that the burden load of a foundation increases further.

請求項４記載の柱部材の耐震補強方法は、請求項２記載の柱部材の耐震補強方法において、鉄骨材からなる柱部材の表面にシアコネクターを突設し、その外周にプレキャスト型枠を設置することを特徴とするものである。   The seismic reinforcement method for a column member according to claim 4 is the seismic reinforcement method for a column member according to claim 2, wherein a shear connector is projected on the surface of the column member made of steel frame, and a precast formwork is installed on the outer periphery thereof. It is characterized by doing.

本発明は特に、Ｈ形鋼などの鉄骨材からなる柱部材を耐震補強または補修する工法であり、鉄骨部材とＵＦＣ製プレキャスト型枠との一体化により、柱部材をＳＲＣ構造の柱部材として機能させることができる。また、鉄骨材の外周に単にコンクリートを巻き立てる耐震補強工法と異なり、ＵＦＣ製プレキャスト型枠によって鉄骨材の局部座屈が拘束され、かつＵＦＣ製プレキャスト型枠が柱部材の圧縮力を積極的に負担することにより、支持できる重量を増加させ得ること以外にも、高い曲げ耐力と変形性能を柱部材に付与することができる。   In particular, the present invention is a method of seismically reinforcing or repairing a column member made of a steel frame material such as H-shaped steel, and the column member functions as a column member of an SRC structure by integrating the steel frame member and a UFC precast formwork. Can be made. Also, unlike the seismic reinforcement method in which concrete is simply wound around the outer periphery of the steel frame, local buckling of the steel frame is constrained by the UFC precast formwork, and the UFC precast formwork positively compresses the compressive force of the column members. In addition to being able to increase the weight that can be supported, it is possible to impart high bending strength and deformation performance to the column member.

また、架設材として用いられているＨ鋼などの鉄骨材に同様の工法を施すことによりＳＲＣ化した場合は、本設部材としての利用も可能である。   In addition, when the same construction method is applied to a steel frame material such as H steel used as a construction material, it can be used as a permanent member.

また、Ｈ形鋼などの鉄骨材からなる柱部材では、鋼材の表面にスタッドジベル等のシアコネクターを突設するなどの一体性を確保する処理を行った上で、ＵＦＣ製プレキャスト型枠を設置し、充填材を充填することによりＳＲＣ部材化することができる。なお、シアコネクターにはスタッドジベルの他に孔空き鋼板、あるいは鉄筋などを用いることができる。   In addition, for column members made of steel frames such as H-shaped steel, UFC precast formwork is installed after ensuring the integrity, such as by projecting a shear connector such as a stud dowel on the surface of the steel. In addition, an SRC member can be formed by filling the filler. For the shear connector, a perforated steel plate or a reinforcing bar can be used in addition to the stud gibber.

また、Ｈ形鋼のみでは外力作用時の中立軸が断面中心となるが、かぶりコンクリートがＵＦＣ製で構成され、かつ同部分で圧縮応力を負担する場合、中立軸が圧縮側となり、鋼材における引張応力の作用点からの相対距離が長くなる。すなわち、Ｈ形鋼のみの場合に比べて部材全体の曲げ耐力を向上させることができる。   In the case of H-shaped steel only, the neutral axis when the external force is applied is the center of the cross section. However, when the cover concrete is made of UFC and bears compressive stress in the same part, the neutral axis becomes the compression side, and the tensile strength in the steel material The relative distance from the point of application of stress becomes longer. That is, the bending strength of the entire member can be improved as compared with the case of using only H-shaped steel.

請求項５記載のＵＦＣ製プレキャスト型枠は、鉄骨またはＲＣ構造の柱部材の塑性ヒンジ区間の外周に設置されるプレキャスト型枠であって、超高強度繊維補強コンクリートから形成され、かつ前記柱部材の周方向および軸方向に複数のパーツから構成されてなることを特徴とするものである。   The UFC precast mold according to claim 5 is a precast mold installed on the outer periphery of a plastic hinge section of a steel or RC structure column member, and is formed of ultra high strength fiber reinforced concrete, and the column member It is composed of a plurality of parts in the circumferential direction and the axial direction.

本発明は、ＵＦＣ製プレキャスト型枠をパーツ化することにより、既存の柱部材の周囲に設置することが可能になる。また、通常の施工時においても１ピース当りの寸法と重量が軽減できるので、施工性や型枠の製作性において有利である。   In the present invention, it becomes possible to install the UFC precast formwork around parts of an existing column member by making it into parts. In addition, since the size and weight per piece can be reduced even during normal construction, it is advantageous in terms of workability and formability.

パーツ化されたプレキャスト型枠は、後述するような方法により既存の部材も含めて一体化することができる。これにより、ＵＦＣを最初から
打設して製作した分割されていない型枠と同等の性能を有する型枠を複数のパーツにより構成することができる。 The part-cast precast formwork can be integrated including existing members by a method described later. Thereby, the formwork which has the performance equivalent to the undivided formwork manufactured by placing UFC from the beginning can be constituted by a plurality of parts.

既存のＲＣ構造の柱部材を塑性ヒンジ化する場合、帯筋が露出するまでコンクリートをはつり、パーツ化した型枠を組み合わせて設置し、そしてその内側にコンクリート、グラウト、モルタル、樹脂などを充填することにより既存の柱部材との一体化を図る。   When plastic hinges are used for existing RC structure column members, concrete is suspended until the stirrup is exposed, parts are combined and installed, and the inside is filled with concrete, grout, mortar, resin, etc. As a result, integration with existing pillar members is achieved.

また、断面の増加が許容され、プレキャスト型枠と既存のＲＣ柱部材の一体化を図ることができる場合は、既存のかぶりコンクリートをはつらず、外周に設置し一体化してもよい。   Moreover, when an increase in cross section is allowed and the precast formwork and the existing RC column member can be integrated, the existing cover concrete may not be connected but may be installed on the outer periphery and integrated.

これにより、新設したＵＦＣ製プレキャスト型枠が既存のＲＣ部材のかぶりコンクリートとして機能し、かつ目地部がひび割れ誘導目地として機能することにより既存のＲＣ柱部材に付与することができる。   Thereby, the newly-prepared UFC precast formwork functions as a cover concrete of an existing RC member, and the joint portion functions as a crack induction joint, so that it can be applied to the existing RC column member.

Ｈ鋼などの鋼製柱部材には、鋼材の表面にコンクリートとの一体性を確保できるような処置を行った後に、ＲＣ部材と同様に型枠を設置し、空隙にコンクリート、グラウトやモルタル、樹脂などを充填する。これにより、Ｈ鋼とＵＦＣ製プレキャスト型枠が一体化し、ＳＲＣ部材として機能させることができる。また、単にコンクリートを巻き立てる場合と異なり、鉄骨材の局部座屈をＵＦＣ製型枠が拘束し、かつ圧縮応力を同型枠が積極的に負担することにより、支持できる重量を増加させ得ること以外にも、高い曲げ耐力と靭性を柱部材に付与することができる。   For steel column members such as H-steel, after taking measures to ensure the integrity of the steel surface with concrete, a formwork is installed in the same way as RC members, and concrete, grout, mortar, Fill with resin. Thereby, the H steel and the UFC precast formwork can be integrated and function as an SRC member. Also, unlike the case of simply winding concrete, the UFC formwork constrains local buckling of the steel frame, and the weight that can be supported can be increased by positively bearing the compressive stress. In addition, high bending strength and toughness can be imparted to the column member.

また、架設材として用いられているＨ鋼に同様の工法を施し、ＳＲＣ部材化した場合は、本設部材としての利用も可能である。   Moreover, when the same construction method is applied to the H steel used as a construction material to form an SRC member, it can be used as a permanent member.

また、Ｈ鋼などの鋼製の柱部材では、鋼材の表面にスタッドジベルを突設するなどの一体性を確保する処理を行った上で、ＵＦＣ製プレキャスト型枠を設置し、充填材を充填することによりＳＲＣ部材化とすることができる。この場合、通常のコンクリートを単純に巻き立てるのに比べ、かぶりコンクリートがＵＦＣ製となるため、鋼材の局部座屈を抑え、外力作用時の間曲げ圧縮応力を効率よく負担することができるため、部材全体の変形性能を高めることができる。   For steel column members such as H steel, UFC precast formwork is installed and filled with fillers after processing to ensure integrity, such as protruding stud gibbles on the steel surface. By doing so, it can be set as an SRC member. In this case, the cover concrete is made of UFC compared to simply winding up ordinary concrete, so that local buckling of the steel material can be suppressed and bending compressive stress can be efficiently borne during the application of external force. The deformation performance can be improved.

図１〜図５は、ＵＦＣ製プレキャスト型枠を用いて塑性ヒンジ区間Ｌを耐震補強した既存の柱部材の柱脚部を示し、このうち特に図１は、耐震補強されたＲＣ柱の柱脚部を、図２〜図５は耐震補強された鉄骨柱の柱脚部をそれぞれ示したものである。   1 to 5 show column bases of existing column members in which a plastic hinge section L is seismically reinforced using a UFC precast formwork, and in particular, FIG. 1 shows a column base of an RC column that has been seismically reinforced. FIG. 2 to FIG. 5 show the column bases of steel columns that are seismically reinforced.

既存のＲＣ柱の場合、柱脚部のかぶり部分のコンクリート１ａを削り取ることにより主筋１ｂとフープ筋１ｃを露出させ、当該主筋１ｂとフープ筋１ｃの周囲にＵＦＣ製プレキャスト型枠２を設置し、当該ＵＦＣ製プレキャスト型枠２の内側に形成された空隙部３に普通コンクリート４を充填することにより柱１の柱脚部を耐震補強する。   In the case of an existing RC column, the main bar 1b and the hoop bar 1c are exposed by scraping the concrete 1a of the cover part of the column base, and a UFC precast formwork 2 is installed around the main bar 1b and the hoop bar 1c. The column base portion of the column 1 is seismically reinforced by filling the space 3 formed inside the UFC precast mold 2 with ordinary concrete 4.

また、Ｈ形鋼からなる鉄骨柱の場合、Ｈ形鋼５の周囲にＵＦＣ製プレキャスト型枠２を設置し、当該ＵＦＣ製プレキャスト型枠２の内側に形成された空隙部３に普通コンクリート４を充填することによりＨ形鋼５からなる柱１の柱脚部を耐震補強する。   In the case of a steel column made of H-shaped steel, a UFC precast formwork 2 is installed around the H-shaped steel 5, and ordinary concrete 4 is placed in the gap 3 formed inside the UFC precast formwork 2. By filling, the column base portion of the column 1 made of the H-section steel 5 is seismically reinforced.

この場合、特に、Ｈ形鋼５のフランジ５ａ。５ａの表面にコンクリート４の付着力を高めてＨ形鋼５とコンクリート４との一体化を図るべく多数のシアコネクターを突設する。シアコネクターはスタッドジベルや孔あき鋼板、あるいは鉄筋などで、フランジ５ａの表面に溶接によって突設する。   In this case, in particular, the flange 5 a of the H-section steel 5. A number of shear connectors are projected from the surface of 5a in order to increase the adhesion of the concrete 4 and to integrate the H-shaped steel 5 and the concrete 4. The shear connector is a stud diver, a perforated steel plate, a reinforcing bar, or the like, and protrudes from the surface of the flange 5a by welding.

例えば、図２（ａ），（ｂ）の例ではＨ形鋼５のフランジ５ａにスタッドジベル６ａが突設され、図３（ａ），（ｂ）の例では孔あき鋼板６ｂが突設され、さらに図４（ａ），（ｂ）の例では縦鉄筋６ｃが突設され、そして図５（ａ），（ｂ）の例では横鉄筋６ｄが突設されている。   For example, in the example of FIGS. 2 (a) and 2 (b), a stud gibber 6a is projected from the flange 5a of the H-shaped steel 5, and in the example of FIGS. 3 (a) and 3 (b), a perforated steel plate 6b is projected. Further, in the example of FIGS. 4A and 4B, a vertical reinforcing bar 6c is protruded, and in the example of FIGS. 5A and 5B, a horizontal reinforcing bar 6d is protruded.

孔あき鋼板６ｂと縦鉄筋６ｃはＨ形鋼５の軸方向と平行に複数突設され、横鉄筋６ｄはＨ形鋼５の軸方向に当該Ｈ形鋼の軸方向と直角に所定間隔おきに複数突設されている。なお、縦鉄筋６ｃと横鉄筋孔６ｄには特にコンクリート４の付着力を高めるべく異形鉄筋が用いられている。   A plurality of perforated steel plates 6b and vertical rebars 6c are projected in parallel to the axial direction of the H-section steel 5, and the horizontal rebars 6d are arranged at predetermined intervals perpendicular to the axial direction of the H-section steel 5 in the axial direction of the H-section steel 5. Multiple protrusions are provided. Note that deformed reinforcing bars are used for the vertical reinforcing bars 6c and the horizontal reinforcing bar holes 6d, in particular, to increase the adhesion of the concrete 4.

また、縦鉄筋６ｃと横鉄筋６ｄを用いる場合、ＵＦＣ製プレキャスト型枠２の内側面に縦鉄筋６ｃおよび横鉄筋６ｄとかみ合う凹溝条部２ａを複数形成する。そして、縦鉄筋６ｃおよび横鉄筋６ｄと凹溝条部２ａをそれぞれ互いにかみ合せた状態で凹溝条部２ａ内に樹脂などの充填材７を充填することによりＨ形鋼５とＵＦＣ製プレキャスト型枠２との一体化を図ることができる。   When the vertical reinforcing bars 6c and the horizontal reinforcing bars 6d are used, a plurality of groove portions 2a that engage with the vertical reinforcing bars 6c and the horizontal reinforcing bars 6d are formed on the inner surface of the UFC precast formwork 2. Then, the H-section steel 5 and the UFC precast die are filled by filling the concave groove 2a with a filler 7 such as a resin in a state where the vertical reinforcing bar 6c, the horizontal reinforcing bar 6d and the concave groove 2a are engaged with each other. Integration with the frame 2 can be achieved.

スタットジベル６ａや孔あき鋼板６ｂを用いてＨ形鋼５とコンクリート４との一体化を図る場合、その構造設計には鋼材とコンクリートからなる従来のＲＣ構造の設計式を適用することができる。   When integrating the H-section steel 5 and the concrete 4 by using the stat gibber 6a or the perforated steel plate 6b, a conventional RC structure design formula made of steel and concrete can be applied to the structural design.

また、縦鉄筋６ｃおよび横鉄筋６ｄと凹溝条部２ａとのかみ合わせによってＨ形鋼５とＵＦＣ製プレキャスト型枠２との一体化を図るようにすれば、補強による柱断面の外径を型枠２の厚さ分のみの増加に抑えながらＨ形鋼５とＵＦＣ製プレキャスト型枠２とを理想的な形で一体化させることができる。   Further, if the H-shaped steel 5 and the UFC precast formwork 2 are integrated by meshing the vertical reinforcing bar 6c and the horizontal reinforcing bar 6d with the grooved groove portion 2a, the outer diameter of the column cross-section by reinforcement can be reduced. The H-section steel 5 and the UFC precast mold 2 can be integrated in an ideal form while suppressing an increase in the thickness of the frame 2 only.

さらに、縦鉄筋６ｃはＨ形鋼５の軸方向に連続的に取り付けることができるため横鉄筋６ｄを用いるよりは作業性がよい。一方、横鉄筋６ｄはＨ形鋼５の軸直角方向に取り付けるため、コンクリート４とＨ形鋼５間のせん断力の伝達機能は大きい。また、一本の鉄筋をＨ形鋼５の軸方向にジグザグ状に折り曲げて取り付けることにより、上記した縦鉄筋６ｃと横鉄筋６ｄの両方の効果が得られる。   Furthermore, since the vertical rebar 6c can be continuously attached in the axial direction of the H-section steel 5, workability is better than using the horizontal rebar 6d. On the other hand, since the horizontal reinforcing bars 6d are attached in the direction perpendicular to the axis of the H-section steel 5, the transmission function of the shearing force between the concrete 4 and the H-section steel 5 is large. Further, by bending and attaching a single reinforcing bar in a zigzag shape in the axial direction of the H-section steel 5, the effects of both the vertical reinforcing bar 6c and the horizontal reinforcing bar 6d can be obtained.

ＵＦＣ製プレキャスト型枠２は、図１〜図５に図示するいずれの例においても、たとえば図６〜図９に図示するように柱１の軸方向と周方向に複数のパーツから構成する。   In any of the examples illustrated in FIGS. 1 to 5, the UFC precast mold 2 is constituted by a plurality of parts in the axial direction and the circumferential direction of the pillar 1 as illustrated in FIGS. 6 to 9, for example.

ＵＦＣ製プレキャスト型枠２の各パーツは、超高強度繊維補強コンクリートまたは超高強度繊維補強モルタルから形成する。各パーツの水平方向の水平目地部（水平突合せ部）８ａは、ＵＦＣ型枠の不連続部となり、曲げ変形時に曲げひび割れ発生目地として機能する。なお、この場合の水平目地部８ａには、図７や図８に図示するような斜め方向に連続する目地部も含む。   Each part of the UFC precast formwork 2 is formed from ultra high strength fiber reinforced concrete or ultra high strength fiber reinforced mortar. A horizontal joint portion (horizontal butt portion) 8a in the horizontal direction of each part becomes a discontinuous portion of the UFC formwork, and functions as a joint for occurrence of bending cracks during bending deformation. In this case, the horizontal joint portion 8a also includes joint portions that are continuous in an oblique direction as illustrated in FIGS.

一方、鉛直目地部（鉛直突合せ部）８ｂについては、その長さが大きくなると弱部化し、主筋の座屈抑制効果が低減する。そのため、鉛直目地部８ｂについては、その長さを可能な限り短くする必要がある。例えば、既設の柱状の部材に対して、断面が略コの字形状のＵＦＣ製プレキャスト型枠２を２個組み合わせ、かつ部材軸方向に同型枠を積層して一体化させる方法がある。   On the other hand, the vertical joint portion (vertical butt portion) 8b becomes weak as the length increases, and the buckling suppression effect of the main muscles is reduced. Therefore, it is necessary to shorten the length of the vertical joint portion 8b as much as possible. For example, there is a method in which two existing UFC precast molds 2 having a substantially U-shaped cross section are combined with an existing columnar member and the same molds are stacked and integrated in the member axial direction.

この方法では、側面の幅方向中心に同型枠の鉛直目地部８ｂを配置し、同鉛直目地部８ｂでは引張力の伝達強度がＵＦＣ母材に比べ小さいかまったく期待できない場合でも、プレキャスト型枠の水平目地部８ａを部材側面幅内で一つの凹または凸形状とすることで、鉛直目地部８ｂにおけるＵＦＣの不連続部分をプレキャスト型枠適用区間の３０％程度以下にでき、巻立て補強効果を分割プレキャスト型枠でありながら高めることができる。   In this method, the vertical joint portion 8b of the same mold is arranged at the center in the width direction of the side surface, and even if the transmission strength of the tensile force is smaller than the UFC base material or cannot be expected at all, the precast mold By making the horizontal joint portion 8a one concave or convex shape within the side surface width of the member, the UFC discontinuous portion in the vertical joint portion 8b can be reduced to about 30% or less of the precast formwork application section, and the winding reinforcement effect can be obtained. Although it is a divided precast formwork, it can be enhanced.

また特に、図８に示すように水平目地部８ａを斜めとしその角度を緩やかにするような組み合わせを行えば主筋１ａと水平目地部８ａが平行とならないため、その座屈拘束効果を高めることができる。   In particular, as shown in FIG. 8, if the combination is made such that the horizontal joint portion 8a is slanted and the angle thereof is moderated, the main reinforcing bar 1a and the horizontal joint portion 8a are not parallel to each other. it can.

さらに、図１０（ａ），（ｂ）に図示するように、部材断面の隅角部や辺中央部で分割されたプレキャスト型枠２を接合する場合は。隅角部または辺中央部にオス、メスの噛み合わせ部２ｂ、２ｂを設け、互いに噛み合わせるように上方から型枠を組むことにより、一体化することができる。この時、噛み合わせ部２ｂはほぞやＴ字型、丸型および電車の連結部、パズルピースの端部のような構造など、主筋１ａの座屈に対してプレキャスト型枠２が分離しないような形状とする。また、噛み合わせ部２ｂに接続用の金具を用いても良いし、噛み合わせ部２ｂに貫通する孔と定着部を設け、ボルト締めにより接合しても良い。   Furthermore, as shown in FIGS. 10A and 10B, when joining the precast formwork 2 divided at the corners and side central parts of the member cross section. It can be integrated by providing male and female meshing portions 2b and 2b at the corner or the center of the side and assembling the formwork from above so as to mesh with each other. At this time, the meshing portion 2b has a structure such as a tenon, T-shape, round shape, train connection portion, puzzle piece end, and the like, so that the precast formwork 2 is not separated from the buckling of the main muscle 1a. Shape. Moreover, a fitting for connection may be used for the meshing portion 2b, or a hole and a fixing portion that penetrate the meshing portion 2b may be provided and joined by bolting.

また、図９に図示するように三角形Ｌ字型のプレキャスト型枠２を千鳥状に高さ方向に重ねていくことにより、隅角部における分割されたプレキャスト型枠２の鉛直突き合わせ部におけるＵＦＣの不連続長さを最小とすることができる。   Further, as shown in FIG. 9, the triangular L-shaped precast mold 2 is overlapped in the height direction in a staggered manner, so that the UFC in the vertical abutting portion of the divided precast mold 2 at the corners. The discontinuous length can be minimized.

なお、図６〜図１０に図示するいずれのプレキャスト型枠２の内側にも、後から打設するコンクリートとの一体化を図るべく凹凸（図省略）を設けるのがよい。また、隣接するＵＦＣ製プレキャスト型枠２どうしは、各目地部の機能を失わないように接着材などによって互いに接合されている。   In addition, it is good to provide an unevenness | corrugation (illustration omitted) also in the inner side of any precast formwork 2 shown in FIGS. Adjacent UFC precast molds 2 are joined to each other by an adhesive or the like so as not to lose the function of each joint.

また、Ｈ形鋼などからなる鉄骨柱の塑性ヒンジ区間を上記した方法により耐震補強する場合、塑性ヒンジ区間以外の部分も塑性ヒンジ区間と同様にコンクリートで被覆するが、塑性ヒンジ区間以外の部分には普通のコンクリート型枠を用い、打設したコンクリートが硬化した後撤去する。   When the plastic hinge section of a steel column made of H-shaped steel, etc. is seismically reinforced by the above method, the parts other than the plastic hinge section are covered with concrete in the same manner as the plastic hinge section. Uses an ordinary concrete formwork and is removed after the cast concrete has hardened.

本発明は、ＲＣ構造や鉄骨構造の柱部材の塑性ヒンジ部に適用することができる。例えば、既存の単柱式ＲＣ構造の橋脚やＲＣラーメン構造の橋脚、さらにＲＣ地下構造物の中央に設けられる中柱の柱頭および柱脚部などにおける耐震補強や補修に適用することができる。   The present invention can be applied to a plastic hinge portion of a column member having an RC structure or a steel structure. For example, the present invention can be applied to seismic reinforcement and repair of existing single-column RC structure piers, RC ramen structure piers, middle column heads and column bases provided at the center of RC underground structures, and the like.

耐震補強された既存ＲＣ柱の柱脚部を示し、（ａ）はその縦断面図、（ｂ）は横断面図である。The column base part of the existing RC pillar reinforced with earthquake resistance is shown, (a) is the longitudinal cross-sectional view, (b) is a cross-sectional view. 耐震補強された既存鉄骨柱の柱脚部を示し、（ａ）はその縦断面図、（ｂ）は横断面図である。The column base part of the existing steel column reinforced with earthquake resistance is shown, (a) is the longitudinal cross-sectional view, (b) is a cross-sectional view. 耐震補強された既存鉄骨柱の柱脚部を示し、（ａ）はその縦断面図、（ｂ）は横断面図である。The column base part of the existing steel column reinforced with earthquake resistance is shown, (a) is the longitudinal cross-sectional view, (b) is a cross-sectional view. 耐震補強された既存鉄骨柱の柱脚部を示し、（ａ）はその縦断面図、（ｂ）は横断面図である。The column base part of the existing steel column reinforced with earthquake resistance is shown, (a) is the longitudinal cross-sectional view, (b) is a cross-sectional view. 耐震補強された既存鉄骨柱の柱脚部を示し、（ａ）はその縦断面図、（ｂ）は横断面図、（ｃ）は図（ｂ）におけるイ−イ線拡大断面図である。The column base part of the existing steel pillar reinforced with earthquake resistance is shown, (a) is the longitudinal cross-sectional view, (b) is a cross-sectional view, (c) is the II line expanded sectional view in FIG. (B). （ａ）は耐震補強された既存ＲＣ柱の柱脚部を示す斜視図であり、（ｂ）はＵＦＣ製プレキャスト型枠の斜視図である。(A) is a perspective view which shows the column base part of the existing RC pillar reinforced by earthquake resistance, (b) is a perspective view of the UFC precast formwork. （ａ）は耐震補強された既存ＲＣ柱の柱脚部を示す斜視図であり、（ｂ）はＵＦＣ製プレキャスト型枠の斜視図である。(A) is a perspective view which shows the column base part of the existing RC pillar reinforced by earthquake resistance, (b) is a perspective view of the UFC precast formwork. （ａ）は耐震補強された既存ＲＣ柱の柱脚部を示す斜視図であり、（ｂ）はＵＦＣ製プレキャスト型枠の斜視図である。(A) is a perspective view which shows the column base part of the existing RC pillar reinforced by earthquake resistance, (b) is a perspective view of the UFC precast formwork. 耐震補強された既存ＲＣ柱の柱脚部を示す斜視図である。It is a perspective view which shows the column base part of the existing RC pillar reinforced by earthquake resistance. （ａ），（ｂ）はＵＦＣ製プレキャスト型枠の一例を示す平面図である。(A), (b) is a top view which shows an example of the precast formwork made from UFC. 単柱式ＲＣ構造の橋脚の一例を示す正面図である。It is a front view which shows an example of the pier of a single column type RC structure.

符号の説明Explanation of symbols

Ｌ 塑性ヒンジ区間
１ 既存のＲＣ構造または鐵骨構造の柱
１ａ かぶり部分のコンクリート
１ｂ 主筋
１ｃ フープ筋
２ ＵＦＣ製プレキャスト型枠
２ａ 凹溝条部
２ｂ 噛み合わせ部
３ 空隙部
４ 普通コンクリート
５ Ｈ形鋼
５ａ フランジ
６ａ スタッドジベル
６ｂ 孔あき鋼板
６ｃ 縦鉄筋
６ｄ 横鉄筋
７ 充填材
８ ひび割れ誘導目地として機能する目地部
８ａ 水平目地部（水平突合せ部）
８ｂ 鉛直目地部（鉛直突合せ部） L Plastic hinge section
DESCRIPTION OF SYMBOLS 1 Column of existing RC structure or rib structure 1a Cover part concrete 1b Main reinforcement 1c Hoop reinforcement 2 UFC precast formwork 2a Groove groove part 2b Interlocking part 3 Cavity part 4 Concrete 5 H-shaped steel 5a Flange 6a Stud Giber 6b Perforated steel plate 6c Vertical reinforcing bar 6d Horizontal reinforcing bar 7 Filler 8 Joint part 8a which functions as a crack induction joint Horizontal joint part (horizontal butt part)
8b Vertical joint (vertical butt)

Claims (5)

ＲＣ構造または鉄骨構造の柱部材の外周に超高強度繊維補強コンクリートからなるプレキャスト型枠を設置し、当該プレキャスト型枠と前記柱部材間の空隙部に充填材を充填してなる柱部材において、前記プレキャスト型枠は前記柱部材の軸方向および周方向に複数のパーツから構成し、かつ軸方向に組み合わされたパーツ間の水平継目がプレキャスト型枠として一体化した後にひび割れ誘導目地として機能するように構成してあることを特徴とする柱部材。   In the column member formed by installing a precast mold made of ultra high strength fiber reinforced concrete on the outer periphery of a column member of RC structure or steel structure, and filling a gap between the precast mold and the column member with a filler, The precast formwork is composed of a plurality of parts in the axial direction and circumferential direction of the pillar member, and the horizontal seam between the parts combined in the axial direction is integrated as a precast formwork so as to function as a crack induction joint It is comprised in the column member characterized by the above-mentioned. 既存のＲＣ構造または鉄骨構造の柱部材の外周に超高強度繊維補強コンクリートからなるプレキャスト型枠を設置し、当該プレキャスト型枠と柱部材間の空隙部に充填材を充填する既存柱部材の耐震補強方法において、前記プレキャスト型枠は前記柱部材の軸方向および周方向に複数のパーツから構成し、かつ軸方向に組み合わせたパーツ間の水平継目がプレキャスト型枠として一体化した後にひび割れ誘導目地として機能するように設置することを特徴とする柱部材の耐震補強方法。   A precast formwork made of ultra-high strength fiber reinforced concrete is installed on the outer periphery of an existing RC structure or steel structure column member, and the existing column member is filled with a filler in the space between the precast formwork and the column member. In the reinforcing method, the precast formwork is composed of a plurality of parts in the axial direction and the circumferential direction of the pillar member, and a horizontal joint between the parts combined in the axial direction is integrated as a precast formwork as a crack-inducing joint. Seismic reinforcement method for column members, which is installed to function. ＲＣ構造の柱部材のかぶり部分のコンクリートを取り除いて当該ＲＣ柱部材の補強筋を露出させ、当該補強筋の外周にプレキャスト型枠を設置することを特徴とする請求項２記載の柱部材の耐震補強方法。   3. The earthquake resistance of a column member according to claim 2, wherein the concrete of the cover portion of the RC column member is removed to expose the reinforcing bar of the RC column member, and a precast formwork is installed on the outer periphery of the reinforcing bar. Reinforcement method. 鉄骨材からなる柱部材の表面にシアコネクターを突設し、その外周にプレキャスト型枠を設置することを特徴とする請求項２記載の柱部材の耐震補強方法。   3. The method for seismic reinforcement of a pillar member according to claim 2, wherein a shear connector is projected on the surface of the pillar member made of steel frame and a precast form is placed on the outer periphery thereof. 鉄骨またはＲＣ構造の柱部材の塑性ヒンジ区間の外周に設置されるプレキャスト型枠であって、超高強度繊維補強コンクリートから形成され、かつ前記柱部材の周方向および軸方向に複数のパーツから構成されてなることを特徴とするＵＦＣ製プレキャスト型枠。
A precast formwork installed on the outer periphery of a plastic hinge section of a steel or RC structure column member, which is formed from ultra-high-strength fiber reinforced concrete and is composed of a plurality of parts in the circumferential direction and axial direction of the column member A UFC precast formwork characterized by being made.
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CN114197753A (en) * 2021-12-27 2022-03-18 扬州大学 UHPC (ultra high performance concrete) die shell type steel concrete composite cylinder-steel beam combined frame and construction method
CN114197753B (en) * 2021-12-27 2024-01-23 扬州大学 UHPC shuttering type steel reinforced concrete composite cylinder-shaped steel beam combined frame and construction method

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