JP2008115584A - Reinforcement method for reinforced concrete structures - Google Patents
Reinforcement method for reinforced concrete structures Download PDFInfo
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Abstract
【課題】従来の鉄筋コンクリート構造物を増厚する方法では、足場や支保工が必要になり、作業工程も多く工期が長くなる。また、補修完了後、コンクリートや鉄板、繊維シートの腐食、剥がれ等の補修や維持管理において、構造物直下から直接コンクリートの劣化状況が目視できなかった。また、削孔をコアカッターで行うため、削孔面が平滑になり充填材の付着が著しく低下したり、コア削孔時に鉄筋を切断してしまう問題点があった。
【解決手段】鉄筋コンクリート構造物の補強方法においては、鉄筋コンクリート構造物の補強すべき箇所の上から、超高圧水を噴射し、内壁に凹凸のある孔を形成後、補強芯材を削孔内に挿入し、自己硬化型充填材を充填することで、鉄筋コンクリートと自己硬化型充填材および補強芯材と自己硬化型充填材を付着合成せしめる。また、超高圧の水の噴射圧力を所定の深さ間隔にて変化させることを特徴とする。
【選択図】図５[PROBLEMS] To increase the thickness of a conventional reinforced concrete structure requires a scaffold and a support work, which requires many work steps and a long construction period. In addition, after the repair was completed, it was impossible to visually observe the deterioration of the concrete directly under the structure in repair and maintenance such as corrosion, peeling, etc. of the concrete, iron plate, and fiber sheet. Further, since the drilling is performed by the core cutter, there is a problem that the drilling surface becomes smooth and the adhesion of the filler is remarkably reduced, or the reinforcing bars are cut when drilling the core.
In a method for reinforcing a reinforced concrete structure, ultra high pressure water is sprayed from above the portion of the reinforced concrete structure to be reinforced to form a hole with irregularities on the inner wall, and then the reinforcing core is placed in the drilling hole. By inserting and filling the self-curing filler, the reinforced concrete and the self-curing filler and the reinforcing core material and the self-curing filler are adhered and synthesized. Further, the jet pressure of ultrahigh pressure water is changed at a predetermined depth interval.
[Selection] Figure 5
Description
本発明は鉄筋コンクリート構造物の補強方法に関するものである。さらに詳しくは、たとえば、海上桟橋の既設鉄筋コンクリート構造物（梁、スラブ）を上記桟橋上から行うせん断補強方法に関するものである。 The present invention relates to a method for reinforcing a reinforced concrete structure. More specifically, for example, the present invention relates to a shear reinforcement method for performing an existing reinforced concrete structure (beam, slab) of a marine jetty from above the jetty.
鉄筋コンクリート構造物のせん断補強技術としては、コンクリート構造物を増厚する方法や、特許文献１及び２に示すものがある。
しかしながら、海上桟橋等の鉄筋コンクリート構造物を増厚する方法では、上記桟橋下に足場や支保工が必要になり、作業工程も多いため工期が長く、供用不能期間が長くなるという問題点があった。 However, the method of increasing the thickness of reinforced concrete structures such as offshore jetty requires scaffolding and support work under the above jetty, and there are problems that the construction period is long and the inoperable period becomes long because there are many work processes. .
また、補修完了後、コンクリートや鉄板、繊維シートの腐食、剥がれ等の補修や維持管理が定期的に必要であったが、構造物直下から直接コンクリートの劣化状況を目視できなかった。 In addition, after repairs were completed, repairs and maintenance such as corrosion, peeling, etc. of concrete, iron plates and fiber sheets were required regularly, but the deterioration of concrete could not be seen directly from directly under the structure.
上記特許文献に示すせん断補強技術では、削孔をコンクリートコアカッターで行うため、削孔面が平滑になり既設コンクリートと削孔内に充填した充填材の付着が低下してしまう問題があった。また、コア削孔時に鉄筋を切断してしまい、既設コンクリート構造物の機能を低下させてしまう問題があった。 In the shear reinforcement technique shown in the above-mentioned patent document, since the drilling is performed with the concrete core cutter, there is a problem that the drilling surface becomes smooth and adhesion between the existing concrete and the filler filled in the drilling hole is lowered. In addition, there is a problem that the reinforcing bar is cut at the time of core drilling and the function of the existing concrete structure is lowered.
本発明はこのような欠点を除くようにしたものである。 The present invention is designed to eliminate such drawbacks.
本発明の鉄筋コンクリート構造物の補強方法は、鉄筋コンクリート構造物の補強すべき箇所の上から、超高圧水を噴射し、内壁に凹凸のある孔を形成後、補強芯材を削孔内に挿入し、自己硬化型充填材を充填することで、鉄筋コンクリートと自己硬化型充填材および補強芯材と自己硬化型充填材を付着合成せしめることを特徴とする。 The method for reinforcing a reinforced concrete structure according to the present invention is to inject ultra-high pressure water from above the portion to be reinforced in the reinforced concrete structure to form a hole with irregularities on the inner wall, and then insert a reinforcing core into the drilling hole. By filling the self-curing filler, the reinforced concrete and the self-curing filler, and the reinforcing core material and the self-curing filler are adhered and synthesized.
また、本発明の鉄筋コンクリート構造物の補強方法においては、上記孔が鉄筋コンクリート構造物に対し鉛直であることを特徴とする。 In the method for reinforcing a reinforced concrete structure according to the present invention, the hole is perpendicular to the reinforced concrete structure.
また、本発明の鉄筋コンクリート構造物の補強方法においては、上記孔が鉄筋コンクリート構造物に対し斜めであることを特徴とする。 In the method for reinforcing a reinforced concrete structure according to the present invention, the holes are oblique to the reinforced concrete structure.
また、本発明の鉄筋コンクリート構造物の補強方法においては、超高圧の水の噴射圧力を所定の深さ間隔にて変化させることを特徴とする。 In the reinforcing method for a reinforced concrete structure according to the present invention, the jet pressure of ultra-high pressure water is changed at a predetermined depth interval.
また、本発明の鉄筋コンクリート構造物の補強方法においては、削孔内で超高圧水を任意の深さにて水平方向に噴射することを特徴とする。 In the reinforcing method for a reinforced concrete structure according to the present invention, ultrahigh pressure water is sprayed in a horizontal direction at an arbitrary depth in the drilling hole.
また、本発明の鉄筋コンクリート構造物の補強方法においては、上記自己硬化型充填材が、無収縮モルタルと、エポキシ系樹脂と、ポリマーグラウトの何れかであることを特徴とする。 In the method for reinforcing a reinforced concrete structure according to the present invention, the self-curing filler is any one of a non-shrink mortar, an epoxy resin, and a polymer grout.
また、本発明の鉄筋コンクリート構造物の補強方法においては、上記芯材が、鉄筋コンクリート用棒鋼、ＰＣ鋼線、ＰＣ棒鋼、炭素繊維強化プラスチック、アラミドロッドの何れかであることを特徴とする。 In the reinforcing method for a reinforced concrete structure according to the present invention, the core material is any one of reinforced concrete steel bars, PC steel wires, PC steel bars, carbon fiber reinforced plastics, and aramid rods.
また、本発明の鉄筋コンクリート構造物の補強方法においては、上記超高圧水が軸周りに回転するウォータジェットノズルから放出されることを特徴とする。 In the method for reinforcing a reinforced concrete structure according to the present invention, the ultra-high pressure water is discharged from a water jet nozzle that rotates around an axis.
本発明によれば削孔内壁に凹凸が形成されるので既設コンクリートと充填材および芯材とを、両者間に働く付着力により一体化させ、せん断耐力を向上させることができる。また、既設コンクリート構造物上部からの施工により、足場・支保工等の仮設材が不要であり、作業工程を短縮できる。 According to the present invention, since unevenness is formed on the inner wall of the drilled hole, the existing concrete, the filler and the core material can be integrated by the adhesive force acting between them, and the shear strength can be improved. In addition, construction from the upper part of the existing concrete structure eliminates the need for temporary materials such as scaffolding and support work, and shortens the work process.
所定の深さ間隔で噴射圧力を調整することにより、図４のように、削孔面が凹凸になるため、自己充填材と既設コンクリートの付着を著しく向上できる。また、コンクリートの骨材間のセメントペーストを飛ばすことにより削孔するので、既設コンクリート構造物の鉄筋を切断をすることがないため、既設コンクリート構造物の機能を低下せしめることはない。 By adjusting the injection pressure at a predetermined depth interval, the drilling surface becomes uneven as shown in FIG. 4, so that the adhesion between the self-filling material and the existing concrete can be significantly improved. Further, since the holes are drilled by blowing cement paste between the aggregates of concrete, the reinforcing bars of the existing concrete structure are not cut, so the function of the existing concrete structure is not deteriorated.
既設構造物の形状が現状と同様であるため、構造物直下からコンクリートを目視できる。また、外部に芯材となる鋼材が露出しないため、海洋構造物特有の塩害による腐食の心配がなく維持管理が簡易になる。 Since the shape of the existing structure is the same as the current state, the concrete can be seen from directly under the structure. In addition, since the steel material that is the core material is not exposed to the outside, there is no concern about corrosion due to salt damage peculiar to marine structures, and maintenance management is simplified.
以下図面によって本発明の実施例を説明する。 Embodiments of the present invention will be described below with reference to the drawings.
本発明においては図１〜図３に示すように、補強するコンクリート構造物１の上面に削孔位置をマーキングし、削孔マシン（図示せず）をセットし、位置の較正（キャリブレーション）を行ない、ウォータジェット削孔のための圧力、流量、削孔スピードを定め、棒状のウォータジェットノズル２を用いコンクリート構造物１の直上から複数の所定深さの孔３を削孔後、芯材４を孔３内に挿入し、孔３内に自己硬化型充填材５を注入する。上記芯材４としては鉄筋コンクリート用棒鋼、ＰＣ鋼線もしくはＰＣ棒鋼、炭素繊維強化プラスチック、アラミドロッド等を用いる。自己硬化充填材としては、エポキシ樹脂や無収縮モルタル、ポリマーグラウトを用いるが、より付着性能の高い材料ほどせん断耐力の向上効果が高いことが実験結果から明らかとなっている。
In the present invention, as shown in FIGS. 1 to 3, a drilling position is marked on the upper surface of the
超高圧水の噴射はウォータジェットノズル２を回転させながらその先端部外周に互に離間して３６０°に亘り形成した孔から超高圧水を噴出することによって行なうが、この場合コンクリートの骨材間のセメントペーストを飛ばすことにより削孔するため鉄筋６を切断することはない。
The ultra-high pressure water is sprayed by rotating the
超高圧水の圧力・水量は、コンクリート強度により調整する必要があるため、削孔状態により決定する。例えば、コンクリート圧縮強度が２４Ｎ／ｍｍ2 の場合、設定圧力２００Ｍｐａ、設定水量２０Ｌ／ｍｉｎを標準とする。削孔スピードは、標準３３ｍｍ／ｍｉｎ程度とし、削孔深さと共に、遠隔操作盤にて制御する。これにより、図３に示すように壁面を凹凸にすることができる。削孔完了後に削孔壁面の凹凸が少ない場合、図４に示すように、削孔後に所定の深さ間隔で水平方向に超高圧水を噴射させて追加の表面処理拡幅削孔を行う。これにより、孔内に１ｃｍ程度の凹凸を所定の深さ間隔で作ることができる。 The pressure and amount of ultra-high pressure water must be adjusted according to the concrete strength, so it is determined by the drilling condition. For example, when the concrete compressive strength is 24 N / mm 2 , the set pressure is 200 Mpa and the set water amount is 20 L / min. The drilling speed is set to about 33 mm / min as standard, and is controlled by the remote control panel together with the drilling depth. Thereby, as shown in FIG. 3, a wall surface can be made uneven. When the irregularity of the hole wall surface is small after completion of the drilling, as shown in FIG. 4, additional surface treatment widening is performed by spraying ultrahigh pressure water in the horizontal direction at a predetermined depth interval after drilling. Thereby, the unevenness | corrugation of about 1 cm can be made in a hole at predetermined depth intervals.
なお、図５は本発明方法の施工フローを示す。 FIG. 5 shows a construction flow of the method of the present invention.
本発明の鉄筋コンクリート構造物の補強方法は、重力式護岸、防波堤等のコールドジョイント部の補強にも適用可能である。 The method for reinforcing a reinforced concrete structure according to the present invention can also be applied to reinforcement of cold joints such as gravity-type revetments and breakwaters.
１ コンクリート構造物
２ ウォータジェットノズル
３ 孔
４ 芯材
５ 自己硬化型充填材
６ 鉄筋
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4615611B1 (en) * | 2009-12-08 | 2011-01-19 | 東急建設株式会社 | Shear reinforcement method and shear reinforcement support |
| JP2011140796A (en) * | 2010-01-07 | 2011-07-21 | Maeda Corp | Shear reinforcing structure for reinforced concrete structure |
| JP2012031608A (en) * | 2010-07-29 | 2012-02-16 | Ohbayashi Corp | Strengthening performance improvement method and strengthening performance improvement structure for floor slab |
| JP2012067578A (en) * | 2011-01-05 | 2012-04-05 | Tokyu Construction Co Ltd | Shear reinforcing construction method and shear reinforcement supporting implement |
| JP2013060791A (en) * | 2011-09-15 | 2013-04-04 | Nishinihon Kosoku Doro Engineering Kansai Kk | Method for cleaning void in concrete slab |
| JP2013119722A (en) * | 2011-12-07 | 2013-06-17 | East Japan Railway Co | Method for enhancing shear capacity of reinforced concrete beam |
| CN103225424A (en) * | 2013-05-02 | 2013-07-31 | 陈灿斌 | Cross and irregular channel type reinforced structure |
| CN107269023A (en) * | 2016-03-02 | 2017-10-20 | 叶香雄 | Floor reinforcement means |
| CN109457673A (en) * | 2018-12-04 | 2019-03-12 | 中国电建集团贵阳勘测设计研究院有限公司 | Reinforced structure and construction method for connecting part of geomembrane and concrete wall |
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| JPH09177034A (en) * | 1995-12-25 | 1997-07-08 | Mitsubishi Chem Corp | Method of reinforcing concrete structure and reinforcing structure |
| JPH10219625A (en) * | 1997-02-10 | 1998-08-18 | Daiko Bussan Kk | Reinforcement method of reinforced concrete pier |
| JPH11323988A (en) * | 1998-05-14 | 1999-11-26 | Ohbayashi Corp | Earthquake resistant reinforcing construction method |
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- 2006-11-02 JP JP2006298780A patent/JP2008115584A/en active Pending
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| JPH09177034A (en) * | 1995-12-25 | 1997-07-08 | Mitsubishi Chem Corp | Method of reinforcing concrete structure and reinforcing structure |
| JPH10219625A (en) * | 1997-02-10 | 1998-08-18 | Daiko Bussan Kk | Reinforcement method of reinforced concrete pier |
| JPH11323988A (en) * | 1998-05-14 | 1999-11-26 | Ohbayashi Corp | Earthquake resistant reinforcing construction method |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4615611B1 (en) * | 2009-12-08 | 2011-01-19 | 東急建設株式会社 | Shear reinforcement method and shear reinforcement support |
| JP2011122303A (en) * | 2009-12-08 | 2011-06-23 | Tokyu Construction Co Ltd | Shear reinforcing method and shear reinforcement supporting implement |
| JP2011140796A (en) * | 2010-01-07 | 2011-07-21 | Maeda Corp | Shear reinforcing structure for reinforced concrete structure |
| JP2012031608A (en) * | 2010-07-29 | 2012-02-16 | Ohbayashi Corp | Strengthening performance improvement method and strengthening performance improvement structure for floor slab |
| JP2012067578A (en) * | 2011-01-05 | 2012-04-05 | Tokyu Construction Co Ltd | Shear reinforcing construction method and shear reinforcement supporting implement |
| JP2013060791A (en) * | 2011-09-15 | 2013-04-04 | Nishinihon Kosoku Doro Engineering Kansai Kk | Method for cleaning void in concrete slab |
| JP2013119722A (en) * | 2011-12-07 | 2013-06-17 | East Japan Railway Co | Method for enhancing shear capacity of reinforced concrete beam |
| CN103225424A (en) * | 2013-05-02 | 2013-07-31 | 陈灿斌 | Cross and irregular channel type reinforced structure |
| CN107269023A (en) * | 2016-03-02 | 2017-10-20 | 叶香雄 | Floor reinforcement means |
| CN109457673A (en) * | 2018-12-04 | 2019-03-12 | 中国电建集团贵阳勘测设计研究院有限公司 | Reinforced structure and construction method for connecting part of geomembrane and concrete wall |
| CN109457673B (en) * | 2018-12-04 | 2023-11-21 | 中国电建集团贵阳勘测设计研究院有限公司 | Reinforced structure of connection part of geomembrane and concrete wall and construction method |
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