JP4820642B2 - Buoyancy countermeasures for dismantling existing structures - Google Patents

Buoyancy countermeasures for dismantling existing structures Download PDF

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JP4820642B2
JP4820642B2 JP2005374164A JP2005374164A JP4820642B2 JP 4820642 B2 JP4820642 B2 JP 4820642B2 JP 2005374164 A JP2005374164 A JP 2005374164A JP 2005374164 A JP2005374164 A JP 2005374164A JP 4820642 B2 JP4820642 B2 JP 4820642B2
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貴穂 河野
雅路 青木
淳 中原
善徳 南
憲一 森口
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Takenaka Corp
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この発明は、地下水圧が作用する既存構造物の耐圧版を残して同既存構造物を解体し新築構造物を構築する場合に、地下水圧の作用による既存耐圧版の浮き上がりを抑止する浮力対策工法の技術分野に属する。   This invention is a buoyancy countermeasure method that suppresses the lifting of an existing pressure plate due to the action of groundwater pressure when a new structure is constructed by dismantling the existing structure while leaving the pressure plate of the existing structure on which groundwater pressure acts Belongs to the technical field.

地下水圧が作用する既存構造物を解体して新築構造物を構築する場合、その解体途中において、減少した既存構造物の重量よりも地下水圧の方が大きくなり、該地下水圧の浮力により解体途中の既存構造物が浮き上がる問題がある。従来、この解体途中の既存構造物の浮き上がりを抑止する対策工法として、例えば下記の特許文献１には、地下水圧に抵抗する新築基礎を構築した後、該新築基礎に新設の地下躯体を構築して地下水圧よりも重量を大きくした状態を保ちつつ、既存の地下躯体及び既存の地上躯体を解体していく技術が開示されている。   When constructing a new structure by dismantling an existing structure that acts on groundwater pressure, the groundwater pressure becomes greater than the weight of the existing structure that has been reduced during the dismantling, and the buoyancy of the groundwater pressure There is a problem that existing structures of Conventionally, as a countermeasure method for suppressing the lifting of an existing structure in the middle of dismantling, for example, in Patent Document 1 below, after constructing a new foundation that resists groundwater pressure, a new underground structure is constructed on the new foundation. Thus, there is disclosed a technique for dismantling an existing underground structure and an existing ground structure while maintaining a state in which the weight is larger than the groundwater pressure.

また、特許文献２に開示された浮力対策工法は、逆打ち工法によって構築される新築構造物の浮力対策工法であって、底部が拡径形状のコンクリート杭を打設し、新築構造物の基礎と一体的に接合して引抜き抵抗を高めた構成である。しかし、特許文献２は、逆打ち工法によって構築される新築構造物に作用する地下水圧を抑止する技術であって、既存構造物の解体時に作用する地下水圧を抑止する技術ではない。   In addition, the buoyancy countermeasure method disclosed in Patent Document 2 is a buoyancy countermeasure method for a newly constructed structure constructed by a reverse casting method, in which a concrete pile having a diameter-expanded bottom is cast and the foundation of the newly constructed structure is constructed. And the pull-out resistance is increased by integrally joining with. However, Patent Literature 2 is a technology for suppressing the groundwater pressure that acts on a newly built structure constructed by a reverse driving method, and is not a technology for suppressing the groundwater pressure that acts when the existing structure is dismantled.

特開２００４−３３９８１６号公報JP 2004-339816 A 特開平８−３９８６号公報Japanese Patent Laid-Open No. 8-3986

特許文献１に開示された浮力対策工法は、既存構造物を解体しながら新規の構造物を構築していくので、解体した既存構造物の重量が小さくなっても新設構造物の自重荷重で地下水圧の作用に抵抗でき、浮き上がりを抑止することができる。しかし、解体した既存構造物の重量分の新築構造物を順次にバランス良く構築しなければならず、施工方法が制約される。   The buoyancy countermeasure method disclosed in Patent Document 1 constructs a new structure while dismantling the existing structure, so even if the weight of the dismantled existing structure is reduced, It can resist the action of pressure and can suppress lifting. However, a new structure corresponding to the weight of the dismantled existing structure must be constructed in a well-balanced manner, and the construction method is restricted.

本発明の目的は、地下水圧が作用する既存構造物の耐圧版を残して同既存構造物を解体し、既存耐圧版上に新築構造物を構築する場合に、予め既存耐圧版と一体的に接合される新設のコンクリート杭を打設して、地下水圧の作用による既存耐圧版の浮き上がりを確実に抑止する浮力対策工法を提供することである。   The object of the present invention is to dismantle the existing structure while leaving the pressure plate of the existing structure on which the groundwater pressure acts, and when building a new structure on the existing pressure plate, previously integrated with the existing pressure plate. The purpose is to provide a buoyancy countermeasure method that reliably suppresses the lifting of the existing pressure plate due to the action of groundwater pressure by placing a new concrete pile to be joined.

上記従来技術の課題を解決するための手段として、請求項１に記載した発明に係る既存構造物の解体時における浮力対策工法は、
地下水圧が作用する既存構造物の少なくとも耐圧版１を残して同既存構造物を解体し、当該既存耐圧版１上に新築構造物を構築する場合に、その解体途中で、前記既存耐圧版１上に新設杭施工用ケーシング３を地下水圧の水頭よりも高く設置し、前記ケーシング３を通じて新たにコンクリート杭２を打設し、該コンクリート杭２の杭頭部分２ａと前記既存構造物の耐圧版１とを一体的に接合して地下水圧に抵抗させることを特徴とする。 As a means for solving the problems of the prior art, the buoyancy countermeasure construction method at the time of dismantling of the existing structure according to the invention described in claim 1 is:
When the existing structure is dismantled by leaving at least the pressure plate 1 of the existing structure to which the groundwater pressure acts, and the new structure is constructed on the existing pressure plate 1, the existing pressure plate 1 A new pile construction casing 3 is installed above the head of the groundwater pressure, and a concrete pile 2 is newly placed through the casing 3, and the pile head portion 2a of the concrete pile 2 and the pressure plate of the existing structure 1 is integrally joined to resist groundwater pressure.

請求項２記載の発明は、請求項１に記載した既存構造物の解体時における浮力対策工法において、
コンクリート杭２は、前記既存耐圧版１と接合する杭頭部分２ａの杭径を他の軸部杭径よりも大きく形成し、又は前記杭頭部分２ａの杭径を上方になるにつれて大きく形成し、前記既存耐圧版１との接合を一体的したことを特徴とする。 Invention of Claim 2 is the buoyancy countermeasure construction method at the time of dismantling of the existing structure described in Claim 1,
The concrete pile 2 is formed so that the pile diameter of the pile head portion 2a to be joined to the existing pressure-resistant plate 1 is larger than the other shaft portion pile diameter, or the pile diameter of the pile head portion 2a is increased as it goes upward. The bonding with the existing pressure-resistant plate 1 is integrated.

請求項３記載の発明は、請求項１又は２に記載した既存構造物の解体時における浮力対策工法において、
既存耐圧版１は、前記杭頭部分２ａとの接合部の面を凹凸状に荒く形成し、前記新設コンクリート杭２との接合を一体化したことを特徴とする。 Invention of Claim 3 is the buoyancy countermeasure construction method at the time of dismantling of the existing structure described in Claim 1 or 2,
The existing pressure-resistant plate 1 is characterized in that the surface of the joint portion with the pile head portion 2a is roughly formed in an uneven shape and the joint with the new concrete pile 2 is integrated.

請求項４記載の発明は、請求項１〜３のいずれか一に記載した既存構造物の解体時における浮力対策工法において、
新設杭施工用ケーシング３の外周部にコンクリート７を打設して、同ケーシング３を既存構造物の既存耐圧版１へ固定し、同ケーシング３内へ必要な高さまでコンクリート杭２を打設し、該コンクリート杭２と前記既存耐圧版１との付着抵抗を高めて既存耐圧版１との接合を一体化したことを特徴とする。 Invention of Claim 4 is the buoyancy countermeasure construction method at the time of the dismantling of the existing structure as described in any one of Claims 1-3,
Concrete 7 is cast on the outer periphery of the new pile construction casing 3, the casing 3 is fixed to the existing pressure plate 1 of the existing structure, and the concrete pile 2 is cast into the casing 3 to the required height. The adhesion resistance between the concrete pile 2 and the existing pressure plate 1 is increased, and the joining with the existing pressure plate 1 is integrated.

本発明に係る浮力対策工法によれば、既存構造物の解体途中で、既存耐圧版１の開口部４を通じて新設コンクリート杭２を打設し、該コンクリート杭２の杭頭部分２ａを前記既存耐圧版１と一体的に接合するので、その後は、既存構造物の重量に勝る地下水圧が既存耐圧版１に作用しても、該地下水圧は新設コンクリート杭２の重量と引抜き抵抗（周面摩擦抵抗）で既存耐圧版１の浮き上がりを確実に抑止することができる。従って、既存構造物は耐圧版１を残して完全に解体し、すべて取り除くことができる。よって、既存耐圧版１上には施工方法を制約されることなく新築構造物を構築できる。   According to the buoyancy countermeasure method according to the present invention, the new concrete pile 2 is driven through the opening 4 of the existing pressure plate 1 in the middle of the dismantling of the existing structure, and the pile head portion 2a of the concrete pile 2 is connected to the existing pressure resistance. Since it is joined integrally with the plate 1, after that, even if the groundwater pressure that exceeds the weight of the existing structure acts on the existing pressure plate 1, the groundwater pressure is reduced by the weight of the new concrete pile 2 and the pulling resistance (circumferential friction). Resistance) can prevent the existing pressure plate 1 from being lifted reliably. Therefore, the existing structure can be completely dismantled with the pressure plate 1 left, and can be completely removed. Therefore, a new structure can be constructed on the existing pressure resistant plate 1 without restricting the construction method.

本発明は、地下水圧が作用する既存構造物の耐圧版１を残して同既存構造物を解体し、前記既存耐圧版１上に新築構造物を構築する場合に、その解体途中で、前記既存耐圧版１上に新設杭施工用ケーシング３を地下水圧の水頭よりも高く設置し、前記ケーシング３を通じて新たにコンクリート杭２を打設するので、地下水の噴き出しを懸念することなく、同コンクリート杭２の杭頭部分２ａと前記既存構造物の耐圧版１とを一体的に接合して地下水圧に抵抗させることができる。これらの実施例は新設杭施工用ケーシング３の直径が耐圧版１の開口部４の口径よりも大きい場合の例である。   In the present invention, when the existing structure is dismantled by leaving the pressure-resistant plate 1 of the existing structure on which the groundwater pressure acts, and the new structure is constructed on the existing pressure-resistant plate 1, Since the new pile construction casing 3 is installed on the pressure plate 1 higher than the head of the groundwater pressure, and the concrete pile 2 is newly placed through the casing 3, the concrete pile 2 The pile head portion 2a and the pressure-resistant plate 1 of the existing structure can be integrally joined to resist the underground water pressure. These examples are examples in which the diameter of the new pile construction casing 3 is larger than the diameter of the opening 4 of the pressure plate 1.

以下に、本発明の実施例、即ち、地下水圧が作用する既存構造物の耐圧版１を残して同既存構造物を解体し、前記既存耐圧版１上に新築構造物を構築する場合の浮力対策工法を、図１〜図６に示した実施例に基づいて説明する。   Hereinafter, the buoyancy in the case of constructing a new structure on the existing pressure-resistant plate 1 according to an embodiment of the present invention, that is, the existing pressure-resistant plate 1 of the existing structure on which groundwater pressure acts is left and the existing structure is disassembled. The countermeasure method will be described based on the embodiment shown in FIGS.

図１は、既存構造物の解体がある程度進み、その残存構造物の重量が未だ地下水圧に勝っている段階で、既存耐圧版１上に新設杭施工用ケーシング３を地下水圧の水頭よりも高く設置し、前記新設杭施工用ケーシング３を通じて新たにコンクリート杭２を打設し、該コンクリート杭２の杭頭部分２ａと前記既存耐圧版１とを一体的に接合した状態を概念的に示している。
この場合に、図示は省略したが、地下水圧の作用が予想以上に大きかったり、或いは既存耐圧版１上の重量が意外に小さくなりすぎた場合には、取り壊した既存構造物のコンクリートガラを既存耐圧版１上に敷き詰めて、既存耐圧版１と共に前記コンクリートガラの重量で地下水圧に抵抗させる。或いは既存耐圧版１と共に既存構造物の一部を残して実施してもよい。 Fig. 1 shows that when the existing structure has been demolished to some extent and the weight of the remaining structure is still surpassing the groundwater pressure, the new pile construction casing 3 is placed above the groundwater pressure head on the existing pressure plate 1. The concrete pile 2 is newly placed through the new pile construction casing 3, and the pile head portion 2a of the concrete pile 2 and the existing pressure plate 1 are joined together in a conceptual manner. Yes.
In this case, although illustration is omitted, if the action of the groundwater pressure is larger than expected or the weight on the existing pressure-resistant plate 1 becomes unexpectedly small, the concrete rubble of the existing structure that has been demolished is already present. It lays down on the pressure plate 1 and, together with the existing pressure plate 1, resists groundwater pressure by the weight of the concrete glass. Or you may leave the existing pressure-resistant plate 1 and leave a part of existing structure.

前記新設コンクリート杭２の施工手順は、先ず、既存耐圧版１上に新設杭施工用ケーシング３を地下水圧の水頭よりも高く設置する。もっとも前記新設杭施工用ケーシング３を設置する以前に、又は予め設置した新設杭施工用ケーシング３を通じて、前記既存耐圧版１をコアドリル等の掘削機で削孔し、前記新設杭施工用ケーシング３の内径よりも少し小さい開口部４を形成する。そして、新設杭施工用ケーシング３及び前記既存耐圧版１の開口部４を通じて、例えば公知技術のアースドリル工法、リバース工法などにより、前記既存耐圧版１の開口部４の口径よりも少し小さめの直径の杭孔を地盤に掘削する。しかる後に、該掘削孔内へ杭用鉄筋籠（図示は省略）を設置し、トレミー管を用いてコンクリートを既存耐圧版１の上面よりも少し高い位置Ａまで打設する。したがって、新設コンクリート杭２は、既存耐圧版１と接合する杭頭部分２ａの杭径を他の軸部杭径よりも大きく形成するので、新設コンクリート杭２と既存耐圧版１とを特に引抜き力に抵抗するように強固に接合して一体化を図ることができる（請求項２記載の発明）。   In the construction procedure of the new concrete pile 2, first, the new pile construction casing 3 is installed on the existing pressure-resistant plate 1 higher than the head of the groundwater pressure. However, before the installation of the new pile construction casing 3 or through the newly installed pile construction casing 3, the existing pressure plate 1 is drilled with an excavator such as a core drill, and the new pile construction casing 3 An opening 4 slightly smaller than the inner diameter is formed. Then, through the new pile construction casing 3 and the opening 4 of the existing pressure plate 1, the diameter is slightly smaller than the diameter of the opening 4 of the existing pressure plate 1 by, for example, a known earth drill method or reverse method. Drill a hole in the ground. After that, a reinforcing bar for piles (not shown) is installed in the excavation hole, and concrete is placed up to a position A slightly higher than the upper surface of the existing pressure plate 1 using a tremy pipe. Therefore, since the new concrete pile 2 forms the pile diameter of the pile head portion 2a to be joined to the existing pressure plate 1 larger than the diameter of the other shaft pile, the pulling force between the new concrete pile 2 and the existing pressure plate 1 is particularly high. It can be firmly joined so as to resist the integration to achieve integration (invention of claim 2).

なお、新設コンクリート杭２の杭頭部分２ａは、図２に示すように、厚さ範囲内で直径が大小に異なる段部を形成して一体化させ、既存耐圧版１の上面から突出させない構成として実施することもできる。この場合に、図３に示すように、新設コンクリート２の杭頭部分２ａの杭径を上方になるにつれて大きく形成して、前記既存耐圧版１との強固な接合の一体化を図る構成で実施することもできる（請求項２記載の発明）。因みに、図２及び図３に示した新設コンクリート杭２と既存耐圧版１との接合構造は、新設杭施工用ケーシング３を設置する以前に、既存耐圧版１の開口部４を予め図示した形状に削孔することで簡易に施工することができる。   In addition, as shown in FIG. 2, the pile head part 2a of the new concrete pile 2 is formed by integrating step portions having different diameters within the thickness range so as not to protrude from the upper surface of the existing pressure plate 1 Can also be implemented. In this case, as shown in FIG. 3, the pile diameter of the pile head portion 2 a of the new concrete 2 is increased as it goes upward, and is implemented in a configuration that aims at integration of strong bonding with the existing pressure plate 1. (Invention of claim 2). Incidentally, the joint structure of the new concrete pile 2 and the existing pressure plate 1 shown in FIGS. 2 and 3 is a shape in which the opening 4 of the existing pressure plate 1 is illustrated in advance before the new pile construction casing 3 is installed. It can be easily constructed by drilling holes.

従って、本発明に係る浮力対策工法によれば、既存構造物の重量に勝る地下水圧が既存耐圧版１に作用しても、該地下水圧は新設コンクリート杭２の重量及び引抜き抵抗（周面摩擦抵抗）で既存耐圧版１の浮き上がりを確実に抑止することができる。よって、既存構造物は耐圧版１を残して完全に解体しすべて取り除くことができ、既存耐圧版１上には施工方法を制約されることなく新築構造物を構築できる。このとき、前記新設コンクリート杭２と既存耐圧版１の接合部分及び新設杭施工用ケーシングは新規の耐圧版としてその中へ埋め殺すことができる。   Therefore, according to the buoyancy countermeasure method according to the present invention, even if a groundwater pressure exceeding the weight of the existing structure acts on the existing pressure-resistant plate 1, the groundwater pressure is reduced by the weight of the new concrete pile 2 and the pulling resistance (circumferential friction). Resistance) can prevent the existing pressure plate 1 from being lifted reliably. Therefore, the existing structure can be completely dismantled and removed, leaving the pressure plate 1, and a new structure can be constructed on the existing pressure plate 1 without restricting the construction method. At this time, the joint portion of the new concrete pile 2 and the existing pressure plate 1 and the casing for the new pile construction can be buried therein as a new pressure plate.

因みに、図４に示すように、新築構造物の鉄骨柱（構真柱）５を逆打ち工法によって施工し、前記新設コンクリート杭２の重量及び引抜き抵抗と共に、新築構造物の重量も作用させて地下水圧による既存耐圧版１の浮き上がりをより確実に抑止させた構成で実施することもできる。なお、図４中の符号６は、新築構造物の荷重を新設杭施工用ケーシング３へ伝達するための補強材である。   Incidentally, as shown in FIG. 4, a steel column (construction column) 5 of a newly built structure is constructed by a reverse driving method, and the weight of the newly built structure is made to act together with the weight of the new concrete pile 2 and the pulling resistance. It can also be implemented with a configuration in which the lifting of the existing pressure-resistant plate 1 due to the groundwater pressure is more reliably suppressed. In addition, the code | symbol 6 in FIG. 4 is a reinforcing material for transmitting the load of a newly built structure to the casing 3 for new pile construction.

図５と図６は、既存耐圧版１の開口部４の口径とほぼ同径の新設杭施工用ケーシング３を使用した実施例を示している。
図５に示す実施例は、主に、既存耐圧版１の重量が比較的大きいかったり、或いは地下水圧の作用が比較的小さい場合に好適に実施される。本実施例の既存耐圧版１は、新設コンクリート杭２と既存耐圧版１との強化な接合の一体化を図るために、新設コンクリート杭２の杭頭部分２ａとの接合部の面４を凹凸状に荒く形成している（請求項３記載の発明）。 5 and 6 show an embodiment in which a new pile construction casing 3 having the same diameter as the opening 4 of the existing pressure-resistant plate 1 is used.
The embodiment shown in FIG. 5 is suitably implemented mainly when the weight of the existing pressure-resistant plate 1 is relatively large or the action of the groundwater pressure is relatively small. The existing pressure plate 1 of the present embodiment has an uneven surface 4 at the joint between the new concrete pile 2 and the pile head portion 2a in order to integrate the strengthened joint between the new concrete pile 2 and the existing pressure plate 1. (The invention according to claim 3).

図６に示す実施例は、新設杭施工用ケーシング３の外周部にケーシング押さえコンクリート７を打設して、新設杭施工用ケーシング３を既存構造物の既存耐圧版１へ固定していることが特徴である。同ケーシング３内へ必要な高さまでコンクリート杭２を打設して、該新設コンクリート杭２と前記既存耐圧版１との付着抵抗を高めて、強固な一体化を図る構成で実施している（請求項４記載の発明）。   In the embodiment shown in FIG. 6, the casing pressing concrete 7 is placed on the outer periphery of the new pile construction casing 3, and the new pile construction casing 3 is fixed to the existing pressure plate 1 of the existing structure. It is a feature. The concrete pile 2 is driven into the casing 3 to the required height, and the adhesion resistance between the newly installed concrete pile 2 and the existing pressure plate 1 is increased to achieve a strong integration ( Invention of Claim 4).

もちろん、上記図４の実施例と同様に、新築構造物の鉄骨柱（構真柱）５を逆打ち工法によって施工し、前記新設コンクリート杭２の引抜き抵抗と共に、新築構造物の重量を作用させて、地下水圧による既存耐圧版１の浮き上がりをより確実に抑止させる構成で実施することもできる。この場合に、図６で示した実施例の押さえコンクリート７が、新設躯体や新設耐圧版を構築する際の邪魔になるような場合には、新築構造物の鉄骨柱（構真柱）５を施工して、該鉄骨柱（構真柱）重量を新設杭施工用ケーシング３へ直接伝えた後に、前記押さえコンクリート７を除去してもよい。   Of course, as in the embodiment of FIG. 4 above, the steel column (construction column) 5 of the newly constructed structure is constructed by the reverse driving method, and the weight of the newly constructed structure is applied together with the pulling resistance of the newly constructed concrete pile 2. In addition, it is possible to implement the configuration in which the lifting of the existing pressure-resistant plate 1 due to the groundwater pressure is more reliably suppressed. In this case, when the presser concrete 7 of the embodiment shown in FIG. 6 interferes with the construction of a new frame or a new pressure plate, the steel column (construction column) 5 of the new structure is attached. After the construction and the steel column (construction column) weight is directly transmitted to the new pile construction casing 3, the pressing concrete 7 may be removed.

以上に本発明を図示した実施例に基いて説明したが、もちろん、本発明の技術的思想は上記実施例の限りではない。本発明の要旨、技術的思想を逸脱しない範囲で、当業者が通常行う設計変更ないし応用変形を含めて、多様に実施することができる。   Although the present invention has been described based on the illustrated embodiment, of course, the technical idea of the present invention is not limited to the above embodiment. The present invention can be implemented in various ways including design changes and application modifications that are usually made by those skilled in the art without departing from the gist and technical idea of the present invention.

実施例１の新設コンクリート杭と既存耐圧版との接合状態を示した縦断面図である。It is the longitudinal cross-sectional view which showed the joining state of the newly installed concrete pile of Example 1, and the existing pressure-resistant plate. 実施例１の新設コンクリート杭と既存耐圧版との異なる接合状態を示した縦断面図である。It is the longitudinal cross-sectional view which showed the joining state from which the newly installed concrete pile of Example 1 and the existing pressure-resistant plate differ. 実施例１の新設コンクリート杭と既存耐圧版との異なる接合状態を示した縦断面図である。It is the longitudinal cross-sectional view which showed the joining state from which the newly installed concrete pile of Example 1 and the existing pressure-resistant plate differ. 新設コンクリート杭に新設構造物の鉄骨柱を建て込んだ接合状態を示した断面図である。It is sectional drawing which showed the joining state which built the steel frame pillar of the new structure in the new concrete pile. 実施例２の新設コンクリート杭と既存耐圧版との接合状態を示した縦断面図である。It is the longitudinal cross-sectional view which showed the joining state of the newly installed concrete pile of Example 2, and the existing pressure-resistant plate. 実施例２の新設コンクリート杭と既存耐圧版との異なる接合状態を示した縦断面図である。It is the longitudinal cross-sectional view which showed the joining state from which the newly installed concrete pile of Example 2 and the existing pressure-resistant plate differ.

符号の説明Explanation of symbols

１ 既存耐圧版
２ 新設コンクリート杭
２ａ 新設コンクリート杭の杭頭部分
３ 新設杭施工用ケーシング
７ ケーシング押さえコンクリート 1 Existing pressure plate 2 New concrete pile 2a Pile head of new concrete pile 3 Casing for new pile construction 7 Casing retaining concrete

Claims (4)

地下水圧が作用する既存構造物の少なくとも耐圧版を残して同既存構造物を解体し、当該既存耐圧版上に新築構造物を構築する場合に、その解体途中で、前記既存耐圧版上に新設杭施工用ケーシングを地下水圧の水頭よりも高く設置し、前記ケーシングを通じて新たにコンクリート杭を打設し、該コンクリート杭の杭頭部分と前記既存構造物の耐圧版とを一体的に接合して地下水圧に抵抗させることを特徴とする、既存構造物の解体時における浮力対策工法。   When dismantling the existing structure that leaves at least the pressure plate of the existing structure where the groundwater pressure acts, and constructing a new structure on the existing pressure plate, it is newly installed on the existing pressure plate during the dismantling A pile construction casing is installed higher than the head of groundwater pressure, a concrete pile is newly placed through the casing, and the pile head portion of the concrete pile and the pressure plate of the existing structure are joined together. A buoyancy countermeasure method for dismantling existing structures, characterized by resisting groundwater pressure. コンクリート杭は、前記既存耐圧版と接合する杭頭部分の杭径を他の軸部杭径よりも大きく形成し、又は前記杭頭部分の杭径を上方になるにつれて大きく形成して、前記既存耐圧版との接合を一体化したことを特徴とする、請求項１に記載した既存構造物の解体時における浮力対策工法。   The concrete pile is formed by forming a pile diameter of a pile head portion to be joined to the existing pressure-resistant plate larger than other shaft pile diameters, or forming a pile diameter of the pile head portion larger as it goes upward, The buoyancy countermeasure construction method at the time of dismantling of the existing structure according to claim 1, wherein the joining with the pressure plate is integrated. 既存耐圧版は、前記杭頭部分との接合部の面を凹凸状に荒く形成し、前記新設コンクリート杭との接合を一体化したことを特徴とする、請求項１又は２に記載した既存構造物の解体時における浮力対策工法。   3. The existing structure according to claim 1, wherein the existing pressure plate is formed by roughly forming a surface of a joint portion with the pile head portion in an uneven shape and integrating the joint with the new concrete pile. A buoyancy countermeasure method when dismantling objects. 新設杭施工用ケーシングの外周部にコンクリートを打設して、同ケーシングを既存構造物の既存耐圧版へ固定し、同ケーシング内へ必要な高さまでコンクリート杭を打設し、該コンクリート杭と前記既存耐圧版との付着抵抗を高めて既存耐圧版との接合を一体化したことを特徴とする、請求項１〜３のいずれか一に記載した既存構造物の解体時における浮力対策工法。   Concrete is placed on the outer periphery of the new pile construction casing, the casing is fixed to the existing pressure plate of the existing structure, and the concrete pile is placed to the required height in the casing. The buoyancy countermeasure construction method at the time of dismantling of an existing structure according to any one of claims 1 to 3, characterized in that the adhesion resistance with the existing pressure plate is increased and the joining with the existing pressure plate is integrated.
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