JP5012355B2 - Underwater structure reinforcement method, underwater structure - Google Patents

Underwater structure reinforcement method, underwater structure Download PDF

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JP5012355B2
JP5012355B2 JP2007242711A JP2007242711A JP5012355B2 JP 5012355 B2 JP5012355 B2 JP 5012355B2 JP 2007242711 A JP2007242711 A JP 2007242711A JP 2007242711 A JP2007242711 A JP 2007242711A JP 5012355 B2 JP5012355 B2 JP 5012355B2
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underwater
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concrete
mortar
temporary cutoff
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JP2009074269A (en
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伸 松本
祐志 黒瀬
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株式会社大林組
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本発明は、水中構造物の周囲に筒型の仮締切壁で取り囲み、この仮仕切壁内を排水し、水中構造物の外周にコンクリートを打設することにより水中構造物を補強する方法に関する。   The present invention relates to a method of reinforcing an underwater structure by surrounding the underwater structure with a cylindrical temporary cutoff wall, draining the inside of the temporary partition wall, and placing concrete on the outer periphery of the underwater structure.
従来より、既存の水中橋脚など水中構造物の周囲に仮締切壁を構築し、この仮締切壁内を排水し、仮締切壁内において水中構造物を囲繞するように鉄筋コンクリートを増し打ちして補修を行う方法が用いられている。この際、仮締切壁に外周側から水圧が作用するため、仮締切壁と水中構造物との間に切梁を架け渡し、この切梁により仮締切壁を内側から支持している(例えば、特許文献1参照)。   Conventionally, a temporary cutoff wall has been built around an underwater structure such as an existing underwater bridge pier, the inside of this temporary cutoff wall is drained, and reinforced concrete is reinforced and repaired to surround the underwater structure in the temporary cutoff wall. The method of performing is used. At this time, since the hydraulic pressure acts on the temporary cutoff wall from the outer peripheral side, the cutting beam is bridged between the temporary cutting wall and the underwater structure, and the temporary cutting wall is supported from the inside by this cutting beam (for example, Patent Document 1).
このように切梁を架け渡した状態で鉄筋コンクリートを構築すると、切梁にあたる部分にコンクリートを打設することができず、鉄筋コンクリートに凹部が形成されてしまう。このような凹部は構造的な弱点となる虞があるため、コンクリートの硬化後に凹部内にモルタルなどを充填し、コンクリート表面の仕上げを行う必要がある。
特開2003―232044号公報
When the reinforced concrete is constructed in such a state that the cut beam is bridged, the concrete cannot be placed in a portion corresponding to the cut beam, and a concave portion is formed in the reinforced concrete. Since such a concave portion may become a structural weak point, it is necessary to finish the concrete surface by filling the concave portion with mortar or the like after the concrete is cured.
Japanese Patent Laid-Open No. 2003-232044
このような増し打ちコンクリートの表面の仕上げは、簡易な構成の受け替え梁により仮締切壁を支持し、切梁を取り外した状態で行われる。すなわち、まず、図13(A)に示すように、各切梁20の上下に受け替え梁50を設置する。受け替え梁50として本設の切梁20と同等の構成のものを用いるとコスト高となるため、丸太51とユニバーサルジャッキ52とから構成された簡易なものを用いる。   The finishing of the surface of the reinforced concrete is performed in a state where the temporary cutoff wall is supported by a replacement beam having a simple configuration and the cut beam is removed. That is, first, as shown in FIG. 13A, the replacement beams 50 are installed above and below each of the cut beams 20. If a replacement beam 50 having the same configuration as that of the main cutting beam 20 is used, the cost increases. Therefore, a simple beam composed of a log 51 and a universal jack 52 is used.
次に、図13(B)に示すように、各切梁20のジャッキ22を収縮させて切梁20を取り外す。そして、増し打ちコンクリート40に形成された凹部40Aにモルタルを塗布する。モルタルは硬化するまで水に接触させることができないため、上記塗布したモルタルが硬化するまで、仮締切壁10は受け替え梁50により支持した状態で待機する。   Next, as shown in FIG. 13B, the jacks 22 of the respective beam 20 are contracted to remove the beam 20. And mortar is apply | coated to the recessed part 40A formed in the reinforced concrete 40. FIG. Since the mortar cannot be brought into contact with water until it is cured, the temporary cutoff wall 10 stands by in a state of being supported by the replacement beam 50 until the applied mortar is cured.
凹部40Aに塗布されたモルタルが硬化した後、図13(C)に示すように、仮締切壁10内に外部の水面高さと等しくなるまで水5を注入する。これにより仮締切壁10の内外の圧力が等しくなるため、図13(D)に示すように、水中において受け替え梁50を取り外すことができる。そして、仮締切壁10を解体することにより、施工が完了する。   After the mortar applied to the recess 40A is cured, water 5 is poured into the temporary cutoff wall 10 until it becomes equal to the external water surface height, as shown in FIG. As a result, the pressure inside and outside the temporary cutoff wall 10 becomes equal, so that the replacement beam 50 can be removed underwater as shown in FIG. 13 (D). And construction is completed by dismantling the temporary cutoff wall 10.
以上説明したように、上記の方法では、切梁20を取り外してから内部に水5を注入するまで、受け替え梁50により仮締切壁10を支持することとなる。しかしながら、受け替え梁50は、上記のように丸太51とユニバーサルジャッキ52とからなる簡単な構成であるため、構造的に不安定な状態が長期間続いてしまう。   As described above, in the above method, the temporary cutoff wall 10 is supported by the replacement beam 50 until the water 5 is injected into the interior after the cut beam 20 is removed. However, since the replacement beam 50 has a simple configuration including the log 51 and the universal jack 52 as described above, a structurally unstable state continues for a long period of time.
本発明は、上記の問題に鑑みなされたものであり、その目的は、水中構造物の周囲に仮締切壁を構築し、この仮締切壁と水中構造物との間に切梁を掛け渡した状態で水中構造物の周囲に打設された増し打ちコンクリートの切梁にあたる部分の仕上げを行う際に、長期間不安定な状態が続くことを防止することである。   The present invention has been made in view of the above problems, and its purpose is to construct a temporary cutoff wall around an underwater structure and to hang a cut beam between the temporary cutoff wall and the underwater structure. This is to prevent the unstable state from continuing for a long time when finishing the portion corresponding to the cut beam of the reinforced concrete cast around the underwater structure in the state.
本発明の水中構造物の補強方法は、水中構造物の周囲を筒型の仮締切壁で取り囲むとともに、前記水中構造物と前記仮締切壁との間に伸縮機構を備えた切梁を架け渡し、前記仮締切壁の内部を排水し、当該仮締切壁内において水中構造物を補強する方法であって、前記水中構造物の周囲にコンクリートを増し打ちするステップと、前記増し打ちしたコンクリートの硬化後に、受け替え梁を前記切梁の近傍の前記コンクリートの表面と前記仮締切壁との間に架け渡す受け替え梁設置ステップと、前記伸縮機構により前記切梁を収縮させる切梁収縮ステップと、前記コンクリート表面の前記切梁にあたる部分に形成された凹部を覆うように注入孔を備えた板材を前記コンクリート表面に当接させる板材設置ステップと、前記伸縮機構により前記切梁を伸長させて、前記板材と前記仮締切壁との間に前記切梁を架け渡す切梁再設置ステップと、前記注入孔より前記凹部にモルタルを充填するモルタル充填ステップと、を備えることを特徴とする。   The underwater structure reinforcing method according to the present invention surrounds the underwater structure with a cylindrical temporary cutoff wall, and bridges a cutting beam provided with a telescopic mechanism between the underwater structure and the temporary cutoff wall. A method of draining the interior of the temporary cutoff wall and reinforcing an underwater structure in the temporary cutoff wall, the step of additionally striking concrete around the underwater structure, and the hardening of the increased concrete Later, a replacement beam installation step of bridging the replacement beam between the surface of the concrete in the vicinity of the cutting beam and the temporary fastening wall, a cutting beam contraction step of contracting the cutting beam by the extension mechanism, A plate material installation step in which a plate material provided with an injection hole so as to cover a concave portion formed in a portion corresponding to the cutting beam on the concrete surface is brought into contact with the concrete surface; And a mortar filling step for filling the recess with the mortar from the injection hole, and a step for re-installing the beam between the plate member and the temporary fastening wall. And
上記の方法において、前記切梁再設置ステップの後、かつ前記モルタル充填ステップの前に、前記仮締切壁内に水を流入させる水流入ステップを備え、前記モルタル充填ステップでは、前記注入孔に水面まで延びるようにホースを取り付けておき、当該ホースを介してモルタルを充填してもよい。   In the above method, the method includes a water inflow step for allowing water to flow into the temporary cutoff wall after the cutting beam re-installation step and before the mortar filling step, and in the mortar filling step, A hose may be attached so as to extend to mortar, and the mortar may be filled through the hose.
また、前記受け替え梁設置ステップでは、前記受け替え梁を架け渡すとともに、前記切梁の下方まで前記仮締切壁内に水を注入してもよい。
また、本発明の水中構造物は、上記の方法により補強されたことを特徴する。
In the replacement beam installation step, the replacement beam may be bridged and water may be injected into the temporary cutoff wall to the lower side of the cutting beam.
The underwater structure of the present invention is reinforced by the above method.
本発明によれば、凹部を覆うように注入孔が形成された鉄板を増し打ちコンクリートに当接させ、この鉄板と仮締切壁の間に本設の切梁を架け渡すことができるため、鉄板を取り付ける間のみ仮設の受け替え梁により支持すればよく、構造的に不安定な期間を短縮することができる。   According to the present invention, an iron plate in which an injection hole is formed so as to cover the recess can be made to abut against the concrete and the permanent beam can be bridged between the iron plate and the temporary cut wall. It is only necessary to support it with a temporary replacement beam during the mounting of the frame, and the period of structural instability can be shortened.
以下、本発明の水中構造物の補強方法の一実施形態を橋脚を補修する場合を例として図面を参照しながら詳細に説明する。
図1は、正面視における橋脚1の周囲に構築された仮締切壁10を示し、図2は、側方から見た仮締切壁10を示す。各図において、中央より左側は外観図であり、右側は断面図である。また、図3は、図1におけるI−I´断面図であり、図4は、図1におけるII部の拡大図であり、図5は、図1におけるIII部の拡大図であり、図6は、図3におけるIV部の拡大図である。仮締切壁10は、河川や海などの水中に立設された断面小判型の橋脚1の補修をするために、橋脚1を囲繞するように構築され、内部の水を排水して用いられるものである。
Hereinafter, an embodiment of the method for reinforcing an underwater structure of the present invention will be described in detail with reference to the drawings, taking as an example the case of repairing a bridge pier.
FIG. 1 shows the temporary cutoff wall 10 constructed around the pier 1 in a front view, and FIG. 2 shows the temporary cutoff wall 10 viewed from the side. In each figure, the left side from the center is an external view, and the right side is a sectional view. 3 is a cross-sectional view taken along the line II ′ in FIG. 1, FIG. 4 is an enlarged view of a portion II in FIG. 1, and FIG. 5 is an enlarged view of a portion III in FIG. FIG. 4 is an enlarged view of a portion IV in FIG. 3. The temporary cut-off wall 10 is constructed so as to surround the pier 1 and is used by draining the internal water in order to repair the bridge pier 1 having an oval cross section standing in water such as a river or the sea. It is.
仮締切壁10は、鉛直方向及び水平方向に複数の鋼製パネル11を連結することにより構成されており、平面視において長方形状の筒状に形成されている。鋼製パネル11は、間に止水ゴム12を挟んだ状態でボルト接合することにより連結されており、接合部における止水性を確保している。   The temporary cutoff wall 10 is configured by connecting a plurality of steel panels 11 in the vertical direction and the horizontal direction, and is formed in a rectangular cylindrical shape in plan view. The steel panels 11 are connected by bolting with a water-stopping rubber 12 sandwiched therebetween, ensuring water-stopping at the joint.
橋脚1のフーチング2上には上面が水平になるように水中コンクリート30が打設されており、仮締切壁10はこの水中コンクリート30上に構築されている。また、仮締切壁10の下端に沿って、仮締切壁10と水中コンクリート30との接合部を覆うように内側よりモルタル31が打設されており、これにより仮締切壁10と水中コンクリート30との接合部における止水性が確保されている。   An underwater concrete 30 is placed on the footing 2 of the pier 1 so that the upper surface is horizontal, and the temporary cutoff wall 10 is constructed on the underwater concrete 30. Further, along the lower end of the temporary cutoff wall 10, a mortar 31 is placed from the inside so as to cover the joint portion between the temporary cutoff wall 10 and the underwater concrete 30, whereby the temporary cutoff wall 10 and the underwater concrete 30 are The water-stopping property at the joint is ensured.
仮締切壁10の内部の水を排水すると仮締切壁10には外周側より大きな水圧が作用するため、仮締切壁10と橋脚1とを結ぶように切梁20が設けられており、仮締切壁10は、この切梁20により内側から支持されている。切梁20は、仮締切壁10にボルト接合された鋼材21と、鋼材21と橋梁1との間に介装されたジャッキ22とにより構成される。ジャッキ22は、橋脚1にアンカー24により取り付けられた台座金物23を介して橋梁1に固定されている。
図7は、台座金物23の拡大図である。同図に示すように、台座金物23は、一対のプレート23A間を複数の鋼棒23Bにより接続することにより構成され、プレート23A間に鉄筋を挿通可能であるとともに、プレート23A間に作用した圧縮力に対して鋼棒23Bにより抵抗可能な部材である。
When the water inside the temporary cutoff wall 10 is drained, a greater water pressure acts on the temporary cutoff wall 10 from the outer peripheral side. Therefore, a cut beam 20 is provided to connect the temporary cutoff wall 10 and the pier 1. The wall 10 is supported by the cut beam 20 from the inside. The cut beam 20 includes a steel material 21 that is bolted to the temporary fastening wall 10 and a jack 22 that is interposed between the steel material 21 and the bridge 1. The jack 22 is fixed to the bridge 1 via a base metal 23 attached to the pier 1 with an anchor 24.
FIG. 7 is an enlarged view of the base metal 23. As shown in the figure, the pedestal 23 is configured by connecting a pair of plates 23A with a plurality of steel bars 23B, a rebar can be inserted between the plates 23A, and a compression acting between the plates 23A. It is a member that can resist the force by the steel rod 23B.
橋脚1の補強は、仮締切壁10内において、橋脚1の外周に沿って鉄筋コンクリートを増し打ちすることにより行われる。すなわち、まず、橋脚1の外周に沿って鉄筋を配筋する。この際、台座金物23にあたる部分では、台座金物23のプレート23A間に鉄筋を挿通させて配筋すればよい。次に、増し打ちコンクリートの外周面にあたる位置に型枠を配置するとともに、台座金物23を囲繞するように発泡スチロールを配置する。そして、コンクリートを打設し、コンクリートが硬化した後、型枠及び発泡スチロールを取り外す。以上の工程により、図8に示すように、橋脚1の外周に沿って増し打ちコンクリート40が構築される。また、図9に示すように、台座金物23の周囲を発泡スチロールにより囲繞することにより、増し打ちコンクリート40の台座金物23の周囲に凹部40Aが形成され、凹部40A内に台座金物23が露出することとなる。   Reinforcement of the pier 1 is performed by striking reinforced concrete along the outer periphery of the pier 1 in the temporary cutoff wall 10. That is, first, reinforcing bars are arranged along the outer periphery of the pier 1. At this time, in a portion corresponding to the base metal object 23, a reinforcing bar may be inserted between the plates 23A of the base metal object 23 to be arranged. Next, a mold frame is disposed at a position corresponding to the outer peripheral surface of the reinforced concrete, and a polystyrene foam is disposed so as to surround the base metal 23. Then, the concrete is placed, and after the concrete is hardened, the mold and the polystyrene foam are removed. Through the above steps, the reinforced concrete 40 is constructed along the outer periphery of the pier 1 as shown in FIG. Further, as shown in FIG. 9, by surrounding the base metal object 23 with the polystyrene foam, a recess 40A is formed around the base metal object 23 of the reinforced concrete 40, and the base metal object 23 is exposed in the concave part 40A. It becomes.
従来技術の欄で説明したように、このような凹部40Aは増し打ちコンクリート40の構造的な弱点となり、また、台座金物23を表面に露出した状態にしておくと腐食を受けてしまうため、増し打ちコンクリート40の硬化後、台座金物23を外周側より覆うように凹部40A内にモルタルを塗布して、凹部40Aの仕上げを行う。従来の方法では、増し打ちコンクリート40に形成された凹部40Aに塗布したモルタルが硬化するまで、簡易な構成の受け替え梁50により仮締切壁10に作用する水圧を支持しなければならず、長期間にわたって構造的に不安定な状態が続くこととなる。
そこで、本実施形態では、以下に説明する方法によりこのような凹部40Aの仕上げを行うことにより、構造的に不安定な状態となる期間を短くすることとした。
As described in the section of the prior art, such a recess 40A becomes a structural weakness of the reinforced concrete 40, and if the pedestal 23 is exposed to the surface, it will be corroded, so After the cast concrete 40 is cured, mortar is applied in the recess 40A so as to cover the base metal 23 from the outer peripheral side, and the recess 40A is finished. In the conventional method, until the mortar applied to the recess 40A formed in the reinforced concrete 40 is cured, the water pressure acting on the temporary cutoff wall 10 must be supported by the replacement beam 50 having a simple configuration. A state of structural instability will continue over time.
Therefore, in the present embodiment, the period of the structurally unstable state is shortened by finishing such a recess 40A by the method described below.
図10及び図11は、増し打ちコンクリートの表面の凹部の仕上げ及び仮締切壁10を解体する各工程を示し、図10は全体の流れを説明するための図であり、図11は各切梁20における作業を説明するための図である。
まず、図10(A)及び図11(A)に示すように、下方より1段目の切梁20の上方に受け替え梁50を設置するとともに、この切梁50の直下の高さまで仮締切壁10内に水5を流入させる。上述した従来の方法では、切梁10の上下に受け替え梁50を設置していたが、仮締切壁10内に水5を流入させることにより、仮締切壁10内の水5の水圧が仮締切壁10に外周に向かって作用するため、切梁10の下方の受け替え梁を省略することができる。
10 and 11 show the steps of finishing the recesses on the surface of the reinforced concrete and disassembling the temporary cutoff wall 10, and FIG. 10 is a diagram for explaining the entire flow. FIG. FIG.
First, as shown in FIGS. 10 (A) and 11 (A), the replacement beam 50 is installed above the first-stage beam 20 from below, and the provisional deadline to the height immediately below the beam 50 is provided. Water 5 is allowed to flow into the wall 10. In the conventional method described above, the replacement beams 50 are installed above and below the cutting beam 10, but when the water 5 flows into the temporary cutting wall 10, the water pressure of the water 5 in the temporary cutting wall 10 is temporarily reduced. Since it acts on the cut-off wall 10 toward the outer periphery, the replacement beam below the cut beam 10 can be omitted.
次に、図11(B)に示すように、1段目の切梁20のジャッキ22と台座金物23とを接合するボルトを取り外し、ジャッキ22を収縮させる。この際、外部より仮締切壁10に作用する水圧に対して、受け替え梁50及び内部の水5の水圧により抵抗することとなる。   Next, as shown in FIG. 11 (B), the bolt that joins the jack 22 of the first stage beam 20 and the base metal 23 is removed, and the jack 22 is contracted. At this time, the water pressure acting on the temporary cutoff wall 10 from the outside is resisted by the water pressure of the replacement beam 50 and the water 5 inside.
次に、図11(C)に示すように、凹部40Aを覆うように、注入口60B及び排出口60Aが形成された鉄板60を増し打ちコンクリート40の表面に当接させる。そして、図11(D)に示すように、ジャッキ22を再び伸長させて、増し打ちコンクリート40の表面に当接させた鉄板60と仮締切壁10との間に切梁20を再び架け渡す。これにより、仮締切壁10に作用する水圧を再び切梁20により支持できるので、この状態で受け替え梁50を取り外す。なお、後述するように、鉄板60を取り外した際に容易に回収できるように、鉄板60とジャッキ22とを結ぶように鎖を取り付けておくとよい。また、次の工程で凹部40Aにモルタルを注入した後、仮締切壁10内部の水量を増加させることにより、内部の水圧と外部の水圧との差が小さくなるため、ジャッキ22により切梁20に加える突張力は小さくしておくとよい。   Next, as shown in FIG. 11C, the iron plate 60 in which the inlet 60B and the outlet 60A are formed is added to the surface of the reinforced concrete 40 so as to cover the recess 40A. Then, as shown in FIG. 11 (D), the jack 22 is extended again, and the cut beam 20 is bridged again between the iron plate 60 brought into contact with the surface of the reinforced concrete 40 and the temporary cut wall 10. As a result, the water pressure acting on the temporary cutoff wall 10 can be supported again by the cut beam 20, and the replacement beam 50 is removed in this state. As will be described later, a chain may be attached so as to connect the iron plate 60 and the jack 22 so that the iron plate 60 can be easily recovered when the iron plate 60 is removed. In addition, after the mortar is injected into the recess 40A in the next step, the difference between the internal water pressure and the external water pressure is reduced by increasing the amount of water inside the temporary cutoff wall 10, so that the jack 22 It is better to keep the applied tension small.
次に、図11(E)に示すように、鉄板60に設けられた注入口60Bより凹部40A内にモルタル61を注入する。この際、凹部40A内の空気は排出口60Aより排出される。そして、排出口60Aよりあふれ出るまで、モルタル61の注入を続ける。排出口60Aよりモルタル61があふれ出すことにより、凹部40A内にモルタル61が充填されたことを確認することができる。このように台座金物23をモルタル61により覆うことにより、台座金物23が腐食するのを防ぐことができる。   Next, as shown in FIG. 11E, mortar 61 is injected into the recess 40A from the injection port 60B provided in the iron plate 60. At this time, the air in the recess 40A is discharged from the discharge port 60A. The mortar 61 is continuously injected until it overflows from the discharge port 60A. When the mortar 61 overflows from the discharge port 60A, it can be confirmed that the mortar 61 is filled in the recess 40A. Thus, by covering the base metal object 23 with the mortar 61, it is possible to prevent the base metal object 23 from being corroded.
次に、図10(B)に示すように、下方より2段目の切梁20の上方に受け替え梁50を設置し、この切梁20の直下の高さまで仮締切壁10内に水5を流入させる。   Next, as shown in FIG. 10 (B), a replacement beam 50 is installed above the second stage beam 20 from below, and water 5 is placed in the temporary cutoff wall 10 to a height just below the beam 20. Inflow.
次に、1段目の切梁20の場合に図11の(A)〜(E)を参照して説明したのと同様に、2段目の切梁20のジャッキ22と台座金物23とを接合するボルトを取り外し、ジャッキ22を収縮させる。次に、凹部40Aを覆うように、注入口60B及び排出口60Aが形成された鉄板60を増し打ちコンクリート40の表面に当接させる。そして、ジャッキ22を再び伸長させて、増し打ちコンクリート40の表面に当接させた鉄板60と仮締切壁10との間に2段目の切梁20を再び架け渡し、受け替え梁50を取り外す。そして、1段目と同様に、鉄板60に設けられた注入口60Bより凹部40A内にモルタル61を充填する。   Next, in the case of the first-stage beam 20, the jack 22 and the base metal object 23 of the second-stage beam 20 are attached in the same manner as described with reference to FIGS. The bolt to be joined is removed and the jack 22 is contracted. Next, the iron plate 60 in which the inlet 60B and the outlet 60A are formed is added to the surface of the cast concrete 40 so as to cover the recess 40A. Then, the jack 22 is extended again, and the second-stage beam 20 is again bridged between the steel plate 60 brought into contact with the surface of the reinforced concrete 40 and the temporary cutoff wall 10, and the replacement beam 50 is removed. . Then, similarly to the first stage, the mortar 61 is filled into the recess 40A from the inlet 60B provided in the iron plate 60.
次に、図10(C)に示すように、最上段の切梁20の上方に受け替え梁50を設置し、この切梁20の直下の高さまで仮締切壁10内に水5を流入させる。そして、1段目の切梁20の場合に図11の(A)〜(E)を参照して説明したのと同様に、最上段の切梁20のジャッキ22と台座金物23とを接合するボルトを取り外し、ジャッキ22を収縮させる。次に、凹部40Aを覆うように、注入口60B及び排出口60Aが形成された鉄板60を増し打ちコンクリート40の表面に当接させる。そして、ジャッキ22を再び伸長させて、増し打ちコンクリート40の表面に当接させた鉄板60と仮締切壁10との間に2段目の切梁20を再び架け渡し、受け替え梁50を取り外す。そして、1段目と同様に、鉄板60に設けられた注入口60Bより凹部40A内にモルタル61を充填する。そして、仮締切壁10内に外部と水位が等しくなるまで水5を注入する。   Next, as shown in FIG. 10C, the replacement beam 50 is installed above the uppermost cutting beam 20, and the water 5 is allowed to flow into the temporary cutoff wall 10 to a height immediately below the cutting beam 20. . In the case of the first-stage beam 20, the jack 22 and the base metal object 23 of the uppermost beam 20 are joined in the same manner as described with reference to FIGS. Remove the bolt and shrink the jack 22. Next, the iron plate 60 in which the inlet 60B and the outlet 60A are formed is added to the surface of the cast concrete 40 so as to cover the recess 40A. Then, the jack 22 is extended again, and the second-stage beam 20 is again bridged between the steel plate 60 brought into contact with the surface of the reinforced concrete 40 and the temporary cutoff wall 10, and the replacement beam 50 is removed. . Then, similarly to the first stage, the mortar 61 is filled into the recess 40A from the inlet 60B provided in the iron plate 60. Then, water 5 is poured into the temporary cutoff wall 10 until the water level becomes equal to the outside.
次に、各凹部40Aに充填したモルタル61が硬化した後、図10(D)に示すように、各段の切梁20のジャッキ22を収縮させて、切梁20を取り外すとともに、増し打ちコンクリート40表面より鉄板60を取り外す。この際、上述したように、鉄板60とジャッキ22とを結ぶように鎖を設けておくことにより、鉄板60が落下してしまうことを防止でき、鉄板60の回収が容易となる。
次に、仮締切壁10を解体することにより、橋脚1の補修が完了する。
Next, after the mortar 61 filled in each recess 40A is cured, as shown in FIG. 10 (D), the jacks 22 of the cut beams 20 at each step are contracted to remove the cut beams 20 and add concrete. The iron plate 60 is removed from the 40 surface. At this time, as described above, by providing a chain so as to connect the iron plate 60 and the jack 22, it is possible to prevent the iron plate 60 from falling, and the iron plate 60 can be easily collected.
Next, the repair of the pier 1 is completed by dismantling the temporary cutoff wall 10.
以上説明したように、本実施形態によれば、凹部40Aを覆うように注入口60Bを備えた鉄板60を増し打ちコンクリート40に当接させ、注入口60Bよりモルタル61を注入することとしたため、ジャッキ22を収縮させて鉄板60を当接させる間のみ、仮締切壁10が受け替え梁50により支持すればよいので、構造的に不安定な期間を短縮することができる。   As described above, according to the present embodiment, the iron plate 60 provided with the injection port 60B so as to cover the recess 40A is brought into contact with the reinforced concrete 40, and the mortar 61 is injected from the injection port 60B. Since the temporary cutoff wall 10 only needs to be supported by the replacement beam 50 while the jack 22 is contracted and the iron plate 60 is brought into contact, the structurally unstable period can be shortened.
また、鉄板60で覆った凹部40A内にモルタル61を注入することとしたため、モルタル61が硬化していなくても、仮締切壁10内に水5を注入することができる。このように、仮締切壁10内に水5を充填することにより、仮締切壁10の内外の圧力差がなくなるため、安定な状態となる。   In addition, since the mortar 61 is injected into the recess 40 </ b> A covered with the iron plate 60, the water 5 can be injected into the temporary cutoff wall 10 even if the mortar 61 is not cured. In this way, filling the water 5 into the temporary cutoff wall 10 eliminates the pressure difference between the inside and the outside of the temporary cutoff wall 10, so that a stable state is achieved.
また、各段の切梁20のジャッキ22を収縮させる際に、仮締切壁10内に切梁20の直下の高さまで水5を注入することとしたため、切梁20の下方に受け替え梁50を設けなくても、仮締切壁10を支持することができる。   Further, when the jack 22 of the cut beam 20 at each stage is contracted, the water 5 is injected into the temporary fastening wall 10 to a height just below the cut beam 20, so that the replacement beam 50 is placed below the cut beam 20. Even if it is not provided, the temporary cutoff wall 10 can be supported.
なお、上記実施形態では、凹部40Aを覆うように鉄板60を当接させ、鉄板60の注入口60Bより内部にモルタル61を注入した後、仮締切壁10内に水5を注入することとしたが、本発明はこのような順序に限られない。例えば、図12に示すように、鉄板60に設けられた注入口60B及び排出口60Aにホース62B,62Aを装着しておき、仮締切壁10内に水5を注入した後、ホース62Bを通じて凹部40A内にモルタルを注入することも可能である。   In the above embodiment, the iron plate 60 is brought into contact with the recess 40 </ b> A, the mortar 61 is injected into the inside through the injection port 60 </ b> B of the iron plate 60, and then the water 5 is injected into the temporary cutoff wall 10. However, the present invention is not limited to such an order. For example, as shown in FIG. 12, the hoses 62B and 62A are attached to the inlet 60B and the outlet 60A provided in the iron plate 60, and water 5 is injected into the temporary cutoff wall 10 and then recessed through the hose 62B. It is also possible to inject mortar into 40A.
また、上記実施形態では、橋脚1に台座金物23を取り付け、この台座金物23と仮締切壁10との間に切梁20を架け渡すものとしたが、これに限らず、直接、橋脚1と仮締切壁10の間に切梁20を架け渡してもよい。   Moreover, in the said embodiment, the base metal 23 was attached to the pier 1, and the cut beam 20 was bridged between this base metal 23 and the temporary cutoff wall 10, but it is not restricted to this. The beam 20 may be bridged between the temporary fastening walls 10.
正面視における橋脚の周囲に構築された仮締切壁を示す図であり、中央より左側は外観図であり、右側は断面図である。It is a figure which shows the temporary cut-off wall constructed | assembled around the pier in the front view, The left side from the center is an external view, and the right side is sectional drawing. 側方から見た仮締切壁を示す図であり、中央より左側は外観図であり、右側は断面図である。It is a figure which shows the temporary cutoff wall seen from the side, the left side from the center is an external view, and the right side is sectional drawing. 図1におけるI−I´断面図である。It is II 'sectional drawing in FIG. 図1におけるII部の拡大図である。It is an enlarged view of the II section in FIG. 図1におけるIII部の拡大図である。It is an enlarged view of the III section in FIG. 図3におけるIV部の拡大図である。It is an enlarged view of the IV section in FIG. 台座金物の拡大図である。It is an enlarged view of a base metal fitting. 増し打ちコンクリートが構築された橋脚の様子を示す図である。It is a figure which shows the mode of the pier in which the reinforced concrete was constructed. 増し打ちコンクリートに構築された凹部の様子を示す図である。It is a figure which shows the mode of the recessed part constructed | assembled in the reinforced concrete. 増し打ちコンクリートの表面の凹部の仕上げ及び仮締切壁を解体する全体の流れを説明するための図である。It is a figure for demonstrating the whole flow which finishes the recessed part of the surface of a reinforced concrete, and disassembles a temporary cut-off wall. 増し打ちコンクリートの表面の凹部の仕上げ及び仮締切壁を解体する際の各切梁における作業を説明するための図である。It is a figure for demonstrating the operation | work in each cutting beam at the time of dismantling the finishing of the recessed part of the surface of a reinforced concrete, and a temporary cutoff wall. 鉄板に設けられた注入孔及び排出孔にホースを装着した様子を示す図である。It is a figure which shows a mode that the hose was attached to the injection hole and discharge hole which were provided in the iron plate. 従来の増し打ちコンクリートの表面の仕上げ及び仮締切壁を解体する各工程を説明するための図である。It is a figure for demonstrating each process of finishing the surface of the conventional reinforced concrete, and dismantling a temporary cutoff wall.
符号の説明Explanation of symbols
1 橋脚
2 フーチング 5 水
10 仮締切壁 11 鋼製パネル
20 切梁 21 鋼材
22 ジャッキ 23 接合金物
30 水中コンクリート 31 モルタル
40 増し打ちコンクリート 40A 凹部
50 受け替え梁 51 丸太
52 ユニバーサルジャッキ 60 鉄板
60A 排出口 60B 注入口
DESCRIPTION OF SYMBOLS 1 Pier 2 Footing 5 Water 10 Temporary cut-off wall 11 Steel panel 20 Cut beam 21 Steel material 22 Jack 23 Joint metal 30 Underwater concrete 31 Mortar 40 Reinforced concrete 40A Concave 50 Replacement beam 51 Log 52 Universal jack 60 Iron plate 60A Discharge port 60B Inlet

Claims (4)

  1. 水中構造物の周囲を筒型の仮締切壁で取り囲むとともに、前記水中構造物と前記仮締切壁との間に伸縮機構を備えた切梁を架け渡し、前記仮締切壁の内部を排水し、当該仮締切壁内において水中構造物を補強する方法であって、
    前記水中構造物の周囲にコンクリートを増し打ちするステップと、
    前記増し打ちしたコンクリートの硬化後に、受け替え梁を前記切梁の近傍の前記コンクリートの表面と前記仮締切壁との間に架け渡す受け替え梁設置ステップと、
    前記伸縮機構により前記切梁を収縮させる切梁収縮ステップと、
    前記コンクリート表面の前記切梁にあたる部分に形成された凹部を覆うように注入孔を備えた板材を前記コンクリート表面に当接させる板材設置ステップと、
    前記伸縮機構により前記切梁を伸長させて、前記板材と前記仮締切壁との間に前記切梁を架け渡す切梁再設置ステップと、
    前記注入孔より前記凹部にモルタルを充填するモルタル充填ステップと、を備えることを特徴とする水中構造物の補強方法。
    Surrounding the underwater structure with a cylindrical temporary cutoff wall, spanning a beam provided with a telescopic mechanism between the underwater structure and the temporary cutoff wall, and draining the inside of the temporary cutoff wall, A method of reinforcing an underwater structure within the temporary cutoff wall,
    Striking concrete around the underwater structure;
    A replacement beam installation step of bridging the replacement beam between the surface of the concrete in the vicinity of the cutting beam and the temporary fastening wall after hardening of the increased concrete;
    A beam contraction step for contracting the beam by the extension mechanism;
    A plate material installation step of bringing a plate material provided with an injection hole into contact with the concrete surface so as to cover a concave portion formed in a portion corresponding to the cut beam of the concrete surface;
    A beam re-installation step of extending the beam by the expansion and contraction mechanism and spanning the beam between the plate member and the temporary fastening wall;
    And a mortar filling step of filling the recess with the mortar from the injection hole.
  2. 請求項1記載の水中構造物の補強方法であって、
    前記切梁再設置ステップの後、かつ前記モルタル充填ステップの前に、
    前記仮締切壁内に水を流入させる水流入ステップを備え、
    前記モルタル充填ステップでは、前記注入孔に水面まで延びるようにホースを取り付けておき、当該ホースを介してモルタルを充填することを特徴とする水中構造物の補強方法。
    A method for reinforcing an underwater structure according to claim 1,
    After the beam re-installation step and before the mortar filling step,
    A water inflow step for allowing water to flow into the temporary cutoff wall;
    In the mortar filling step, a hose is attached to the injection hole so as to extend to the water surface, and the mortar is filled through the hose.
  3. 請求項1又は2に記載の水中構造物の補強方法であって、
    前記受け替え梁設置ステップでは、
    前記受け替え梁を架け渡すとともに、前記切梁の下方まで前記仮締切壁内に水を注入することを特徴とする水中構造物の補強方法。
    A method for reinforcing an underwater structure according to claim 1 or 2,
    In the replacement beam installation step,
    A method for reinforcing an underwater structure characterized by spanning the replacement beam and injecting water into the temporary fastening wall to a position below the cutting beam.
  4. 請求項1から3のうち何れかに記載の方法により補強されたことを特徴とする水中構造物。   An underwater structure reinforced by the method according to any one of claims 1 to 3.
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