JP7623853B2 - Method for constructing a concrete structure and method for cutting a concrete structure - Google Patents
Method for constructing a concrete structure and method for cutting a concrete structure Download PDFInfo
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- JP7623853B2 JP7623853B2 JP2021035081A JP2021035081A JP7623853B2 JP 7623853 B2 JP7623853 B2 JP 7623853B2 JP 2021035081 A JP2021035081 A JP 2021035081A JP 2021035081 A JP2021035081 A JP 2021035081A JP 7623853 B2 JP7623853 B2 JP 7623853B2
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Description
本発明は、鉄筋の端部と樹脂製の棒状部材の端部とを連結する継手装置、この継手装置と鉄筋と棒状部材とが埋設されたコンクリート構造体、及び、このコンクリート構造体の切削方法に関する。 The present invention relates to a joint device that connects the end of a reinforcing bar and the end of a rod-shaped member made of resin, a concrete structure in which this joint device, the reinforcing bar, and the rod-shaped member are embedded, and a method for cutting this concrete structure.
特許文献１は、いわゆるブレース材にカーボンファイバ（ＣＦＲＰ）を用いる場合の異材との結合に適用される継手金具を開示している。特許文献１では、異材との接続箇所に当たるＣＦＲＰ材の端部に接続用のスチール製継手金具を埋め込んで一体としている。 Patent Document 1 discloses a joint fitting that is used to join dissimilar materials when carbon fiber reinforced plastic (CFRP) is used as the so-called brace material. In Patent Document 1, a steel joint fitting for connection is embedded into the end of the CFRP material that corresponds to the connection point with the dissimilar material to form an integrated unit.
ところで、鉄筋の端部と樹脂製の棒状部材の端部とを連結する機械式継手（継手装置）については、従来、好適なものが存在していなかった。 However, there has not been a suitable mechanical joint (joint device) for connecting the end of a reinforcing bar and the end of a resin rod-shaped member.
本発明は、このような実状に鑑み、鉄筋の端部と樹脂製の棒状部材の端部とを連結することが可能な、簡素な構成の継手装置を提供することを目的とする。 In view of the above circumstances, the present invention aims to provide a joint device with a simple structure that can connect the end of a reinforcing bar and the end of a rod-shaped member made of resin.
そのため本発明に係る継手装置は、鉄筋の一端部と樹脂製の棒状部材の下端部とを連結する。本発明に係る継手装置は、鉄筋の一端部が下端側の開口部から中空部に挿入され、かつ、棒状部材の下端部が上端側の開口部から中空部に挿入されて鉛直方向に延びる筒状部材と、鉄筋の一端部及び棒状部材の下端部が挿入された筒状部材の中空部に充填されるグラウト材と、を備える。 Therefore, the joint device of the present invention connects one end of a reinforcing bar to a lower end of a rod-shaped member made of resin. The joint device of the present invention includes a tubular member extending in the vertical direction, with one end of the reinforcing bar being inserted into a hollow portion from an opening on a lower end side and the lower end of the rod-shaped member being inserted into the hollow portion from an opening on an upper end side, and grout material filled in the hollow portion of the tubular member into which the one end of the reinforcing bar and the lower end of the rod-shaped member are inserted.
本発明に係るコンクリート構造体の構築方法は、地盤を掘削して形成された空間内にコンクリート構造体を構築する方法である。
本発明に係るコンクリート構造体の構築方法は、
地盤を掘削して形成された空間内にて、鉛直方向に延びる樹脂製の棒状部材の下端部に、継手装置を介して、鉄筋の一端部を連結することと、
鉄筋の他端側の一部を露出させたままの状態で、鉄筋の他端側の一部以外と、継手装置と、棒状部材とを巻き込むようにコンクリートを打設することで、コンクリート構造体の壁体を構築することと、
鉄筋の他端側の一部を巻き込むようにコンクリートを打設することで、コンクリート構造体の底部を構築することと、
を含む。
ここで、継手装置及び鉄筋が、コンクリート構造体の底部の上面よりも低位に位置する。
本発明に係るコンクリート構造体の切削方法は、前述のコンクリート構造体の構築方法によって構築されたコンクリート構造体の壁体のうち棒状部材が埋設されている部分を切削することにより、コンクリート構造体の壁体に開口部を形成することを含む。ここで、コンクリート構造体の壁体の開口部の下端部がコンクリート構造体の底部の上面に隣接する。
The method for constructing a concrete structure according to the present invention is a method for constructing a concrete structure in a space formed by excavating the ground.
The method for constructing a concrete structure according to the present invention comprises the steps of:
In a space formed by excavating the ground, one end of a reinforcing bar is connected to a lower end of a resin rod-shaped member extending vertically via a joint device;
Constructing a wall of a concrete structure by pouring concrete so as to encase the other end of the reinforcing bar, the joint device, and the rod-shaped member while leaving the other end of the reinforcing bar exposed;
Constructing a bottom portion of a concrete structure by pouring concrete so as to encase a portion of the other end of the reinforcing bar;
Includes.
Here, the joint device and the reinforcing bar are located lower than the top surface of the bottom of the concrete structure.
The method for cutting a concrete structure according to the present invention includes forming an opening in a wall of a concrete structure constructed by the above-mentioned method for constructing a concrete structure by cutting a portion of the wall of the concrete structure in which a rod-shaped member is embedded, wherein a lower end of the opening in the wall of the concrete structure is adjacent to an upper surface of the bottom of the concrete structure.
本発明によれば、継手装置が、前述の筒状部材とグラウト材とにより構成される。ゆえに、継手装置を簡素な構成とすることができる。 According to the present invention, the joint device is composed of the aforementioned tubular member and grout material. Therefore, the joint device can be simply configured.
以下に本発明の実施の形態を図面に基づいて説明する。 The following describes an embodiment of the present invention with reference to the drawings.
図１は、本発明の一実施形態における継手装置の概略構成を示す。 Figure 1 shows the schematic configuration of a coupling device in one embodiment of the present invention.
継手装置１は、鉄筋１０の端部１１と樹脂（合成樹脂）製の棒状部材（ロッド）２０の端部２１とを連結するものである。継手装置１は、例えば円筒形状の筒状部材（スリーブ）２と、筒状部材２の中空部２ａに充填されるグラウト材３とを備える。 The joint device 1 connects the end 11 of the reinforcing bar 10 to the end 21 of a rod-shaped member (rod) 20 made of resin (synthetic resin). The joint device 1 includes, for example, a cylindrical tubular member (sleeve) 2 and grout material 3 that is filled into the hollow portion 2a of the tubular member 2.
筒状部材２は例えば金属製である。本実施形態では、筒状部材２の断面形状が円形状であるが、この他、断面形状が多角形状であってもよい。 The cylindrical member 2 is made of, for example, metal. In this embodiment, the cross-sectional shape of the cylindrical member 2 is circular, but the cross-sectional shape may also be polygonal.
鉄筋１０の端部１１は、筒状部材２の一端側の開口部２ｂから中空部２ａに挿入される。棒状部材２０の端部２１は、筒状部材２の他端側の開口部２ｃから中空部２ａに挿入される。 The end 11 of the reinforcing bar 10 is inserted into the hollow portion 2a from the opening 2b on one end side of the tubular member 2. The end 21 of the rod-shaped member 20 is inserted into the hollow portion 2a from the opening 2c on the other end side of the tubular member 2.
鉄筋１０は、丸鋼であってもよく、又は、異形鉄筋（異形棒鋼）であってもよい。鉄筋１０は、直線状に延びていてもよく、又は、屈曲若しくは湾曲していてもよい（例えば、後述する図４及び図５参照）。 The reinforcing bar 10 may be a round bar or a deformed bar (deformed steel bar). The reinforcing bar 10 may extend straight or may be bent or curved (see, for example, Figures 4 and 5 described below).
棒状部材２０は直線状に延びている。棒状部材２０は、好ましくは繊維強化プラスチック（ＦＲＰ）製であり、更に好ましくはガラス繊維強化プラスチック（ＧＦＲＰ）製又は炭素繊維強化プラスチック（ＣＦＲＰ）製であり、特に好ましくは、炭素繊維強化プラスチック（ＣＦＲＰ）製である。棒状部材２０は、丸棒状であってもよく、又は、当該丸棒状の外周面に螺旋状の凸部（例えば雄ねじ部）が形成されたものであってもよい。 The rod-shaped member 20 extends linearly. The rod-shaped member 20 is preferably made of fiber-reinforced plastic (FRP), more preferably made of glass-fiber-reinforced plastic (GFRP) or carbon-fiber-reinforced plastic (CFRP), and particularly preferably made of carbon-fiber-reinforced plastic (CFRP). The rod-shaped member 20 may be a round bar, or may have a spiral convex portion (e.g., a male thread portion) formed on the outer circumferential surface of the round bar.
棒状部材２０は、そのヤング率（縦弾性係数）が８００００Ｎ／ｍｍ2以上であることが好ましく、１０００００Ｎ／ｍｍ2以上であることが更に好ましい。 The Young's modulus (modulus of longitudinal elasticity) of the rod-shaped member 20 is preferably 80,000 N/mm 2 or more, and more preferably 100,000 N/mm 2 or more.
本実施形態で用いられる棒状部材２０の一例は、炭素繊維強化プラスチック（ＣＦＲＰ）製であり、そのヤング率が２０００００Ｎ／ｍｍ2である。ゆえに、この例における棒状部材２０は、高弾性のもの（すなわち引張応力に対してひずみ（変形）を生じづらいもの）を採用する。 An example of the rod-shaped member 20 used in this embodiment is made of carbon fiber reinforced plastic (CFRP) and has a Young's modulus of 200,000 N/ mm2 . Therefore, the rod-shaped member 20 in this example is made of a highly elastic material (i.e., a material that is less likely to be distorted (deformed) by tensile stress).
本実施形態では、鉄筋１０が棒状部材２０と同等の耐力性能（例えば引張強度）を有するものとして敢えて棒状部材２０の直径（外径）Ｄ２が鉄筋１０の直径（外径）Ｄ１よりも小さいものを採用する。棒状部材２０の直径（外径）Ｄ２が小さいものを採用することで、筒状部材２の中空部２ａに挿入された棒状部材２０の端部２１の外周面と筒状部材２の内周面との間の間隔を大きくすることができ、ひいては、筒状部材２と棒状部材２０の端部２１との間においてグラウト材３の充填性が向上する。従って、グラウト材３により棒状部材２０の端部２１と筒状部材２とが確実に一体化できて、継手構造としての性能が向上する。尚、許容耐力等を考慮すると、棒状部材２０の断面積は、鉄筋１０の断面積の５０～９０％の範囲内であることが好ましい。 In this embodiment, the diameter (outer diameter) D2 of the rod-shaped member 20 is smaller than the diameter (outer diameter) D1 of the reinforcing bar 10, assuming that the reinforcing bar 10 has the same strength performance (e.g., tensile strength) as the rod-shaped member 20. By adopting a rod-shaped member 20 with a small diameter (outer diameter) D2, the gap between the outer peripheral surface of the end 21 of the rod-shaped member 20 inserted into the hollow portion 2a of the tubular member 2 and the inner peripheral surface of the tubular member 2 can be increased, and the filling property of the grout material 3 between the tubular member 2 and the end 21 of the rod-shaped member 20 is improved. Therefore, the end 21 of the rod-shaped member 20 and the tubular member 2 can be reliably integrated by the grout material 3, and the performance as a joint structure is improved. In addition, considering the allowable strength, etc., it is preferable that the cross-sectional area of the rod-shaped member 20 is within the range of 50 to 90% of the cross-sectional area of the reinforcing bar 10.
筒状部材２の一端側の開口部２ｂの内周面と鉄筋１０の端部１１の外周面との間の間隙を塞ぐように、円環状のシール部材４が設けられている。シール部材４の中央の貫通孔４ａには鉄筋１０の端部１１が挿通されている。 A ring-shaped sealing member 4 is provided to close the gap between the inner peripheral surface of the opening 2b on one end side of the tubular member 2 and the outer peripheral surface of the end 11 of the reinforcing bar 10. The end 11 of the reinforcing bar 10 is inserted into the central through hole 4a of the sealing member 4.
筒状部材２の他端側の開口部２ｃの内周面と棒状部材２０の端部２１の外周面との間の間隙を塞ぐように、円環状のシール部材５が設けられている。シール部材５の中央の貫通孔５ａには棒状部材２０の端部２１が挿通されている。 A ring-shaped seal member 5 is provided to close the gap between the inner peripheral surface of the opening 2c on the other end side of the cylindrical member 2 and the outer peripheral surface of the end 21 of the rod-shaped member 20. The end 21 of the rod-shaped member 20 is inserted into the central through hole 5a of the seal member 5.
ここにおいて、シール部材４，５の貫通孔４ａ，５ａの内径については、互いに異なる鉄筋１０の直径（外径）Ｄ１と棒状部材２０の直径（外径）Ｄ２とに対応するように適宜選定され得る。尚、本実施形態では、筒状部材２の長手方向において筒状部材２の内径（中空部２ａの径）が一定（同一の大きさ）であるが、この他、筒状部材２の長手方向において筒状部材２の内径（中空部２ａの径）が異なっていてもよい。例えば、筒状部材２の中空部２ａのうち、鉄筋１０の端部１１が挿入される部分を中空部分２ａ１とし、棒状部材２０の端部２１が挿入される部分を中空部分２ａ２とした場合において、中空部分２ａ１，２ａ２の各々の径（内径）を鉄筋１０の直径（外径）Ｄ１及び棒状部材２０の直径（外径）Ｄ２に対応させ、かつ、グラウト材３の注入、充填に必要な間隔を確保することを条件として、中空部分２ａ２の径（内径）を、中空部分２ａ１の径（内径）よりも小さくしてもよい。 Here, the inner diameters of the through holes 4a, 5a of the sealing members 4, 5 can be appropriately selected so as to correspond to the different diameters (outer diameter) D1 of the reinforcing bar 10 and the diameter (outer diameter) D2 of the rod-shaped member 20. In this embodiment, the inner diameter (diameter of the hollow portion 2a) of the cylindrical member 2 is constant (same size) in the longitudinal direction of the cylindrical member 2, but the inner diameter (diameter of the hollow portion 2a) of the cylindrical member 2 may be different in the longitudinal direction of the cylindrical member 2. For example, in the hollow portion 2a of the tubular member 2, if the portion into which the end 11 of the reinforcing bar 10 is inserted is designated as hollow portion 2a1, and the portion into which the end 21 of the rod-shaped member 20 is inserted is designated as hollow portion 2a2, the diameter (inner diameter) of each of the hollow portions 2a1, 2a2 may correspond to the diameter (outer diameter) D1 of the reinforcing bar 10 and the diameter (outer diameter) D2 of the rod-shaped member 20, and the diameter (inner diameter) of the hollow portion 2a2 may be smaller than the diameter (inner diameter) of the hollow portion 2a1, provided that the spacing necessary for injecting and filling the grout material 3 is secured.
図示は省略するが、筒状部材２には、その中空部２ａにグラウト材３を注入するための注入孔と排気孔とが、筒状部材２の内外を連通するように貫通形成されている。例えば、注入孔と排気孔とのいずれか一方が筒状部材２の一端側に貫通形成され、他方が筒状部材２の他端側に貫通形成される。 Although not shown in the figure, an injection hole for injecting grout material 3 into the hollow portion 2a and an exhaust hole are formed through the cylindrical member 2 so as to communicate between the inside and outside of the cylindrical member 2. For example, one of the injection hole and the exhaust hole is formed through one end side of the cylindrical member 2, and the other is formed through the other end side of the cylindrical member 2.
グラウト材３は、鉄筋１０の端部１１及び棒状部材２０の端部２１が挿入された筒状部材２の中空部２ａに、前述の注入孔から注入（充填）される。グラウト材３は膨張材を含む。 The grout material 3 is injected (filled) through the aforementioned injection hole into the hollow portion 2a of the tubular member 2 into which the end 11 of the reinforcing bar 10 and the end 21 of the rod-shaped member 20 are inserted. The grout material 3 contains an expansive material.
膨張材を含むグラウト材３の第１例では、グラウト材３は、中空部２ａへの充填時に例えば液状、スラリー状、及びゲル状のいずれかであって、中空部２ａへの充填後に膨張する。グラウト材３の第１例では、例えば、石灰及び珪酸塩を主成分とするセメント系の粉末材料に水を加えて練り混ぜることで、スラリー状のグラウト材３が生成され得る。 In a first example of the grout material 3 containing an expansion agent, the grout material 3 is, for example, in a liquid, slurry, or gel state when it is filled into the hollow portion 2a, and expands after being filled into the hollow portion 2a. In the first example of the grout material 3, for example, a slurry-like grout material 3 can be produced by adding water to a cement-based powder material whose main components are lime and silicate, and kneading the mixture.
グラウト材３の第１例では、グラウト材３の膨張圧が２０Ｎ／ｍｍ2以上であることが好ましく、グラウト材３の膨張圧が３０Ｎ／ｍｍ2以上であることが更に好ましい。ここにおいて、グラウト材３の膨張圧とは、グラウト材３が中空部２ａに充填されてから十分に時間が経過した後（例えば４８時間後）において、グラウト材３の膨張によって生じる圧力である。グラウト材３の膨張圧を２０Ｎ／ｍｍ2以上（更に好ましくは３０Ｎ／ｍｍ2以上）とすることにより、継手装置１は、鉄筋１０の端部１１と棒状部材２０の端部２１とを強固に連結することができる。 In the first example of the grout material 3, the expansion pressure of the grout material 3 is preferably 20 N/mm2 or more, and more preferably 30 N/ mm2 or more. Here, the expansion pressure of the grout material 3 is the pressure generated by the expansion of the grout material 3 after a sufficient time has passed (for example, 48 hours) since the grout material 3 was filled into the hollow portion 2a. By setting the expansion pressure of the grout material 3 to 20 N/mm2 or more (more preferably 30 N/mm2 or more ), the joint device 1 can firmly connect the end 11 of the reinforcing bar 10 and the end 21 of the rod-shaped member 20.
グラウト材３の第２例では、グラウト材３が無収縮モルタルを含む。ここで、無収縮モルタルとは、例えば、セメントに膨張材を適量混入することによって乾燥収縮を低減したモルタルである。つまり、グラウト材３の第２例においても、グラウト材３が膨張材を含む。グラウト材３の第２例では、グラウト材３の膨張圧は発生しないか、又は、前述のグラウト材３の第１例に比べて非常に低い。 In the second example of the grout material 3, the grout material 3 includes a non-shrink mortar. Here, the non-shrink mortar is, for example, mortar in which drying shrinkage is reduced by mixing an appropriate amount of an expansive material into cement. In other words, the grout material 3 also includes an expansive material in the second example of the grout material 3. In the second example of the grout material 3, the expansion pressure of the grout material 3 is not generated or is very low compared to the first example of the grout material 3 described above.
次に、継手装置１が適用されるコンクリート構造体の一例である立坑３０について、図２を用いて説明する。図２は、立坑３０の概略構成を示す。 Next, a vertical shaft 30, which is an example of a concrete structure to which the joint device 1 is applied, will be described with reference to FIG. 2. FIG. 2 shows a schematic configuration of the vertical shaft 30.
立坑３０はコンクリート製であり、地中を鉛直方向に延びる有底筒状である。立坑３０は、筒状の壁体３１と、底部３２とを有する。立坑３０の内部空間３３は、壁体３１及び底部３２によって囲まれている。壁体３１は、例えば逆巻き工法により鉄筋等により補強されたコンクリートで構築される。ここで、立坑３０は、内部空間３３（地下空間）と周辺地盤とを隔てる隔壁として機能している。尚、本実施形態では、壁体３１の断面形状が円形状であるが、この他、断面形状が多角形状であってもよい。 The shaft 30 is made of concrete and is a cylindrical shaft with a bottom that extends vertically underground. The shaft 30 has a cylindrical wall 31 and a bottom 32. The internal space 33 of the shaft 30 is surrounded by the wall 31 and the bottom 32. The wall 31 is constructed of concrete reinforced with rebar or the like, for example, using a reverse winding method. Here, the shaft 30 functions as a partition wall that separates the internal space 33 (underground space) from the surrounding ground. In this embodiment, the cross-sectional shape of the wall 31 is circular, but the cross-sectional shape may also be polygonal.
本実施形態では、壁体３１の下部であって、かつ、底部３２に隣接している部分に、切削予定領域３４が形成されている。この切削予定領域３４は、例えば、図示しないシールド掘進機が立坑３０内から発進して横坑を構築する際に、当該シールド掘進機のカッタヘッドで切削される領域（いわゆる鏡切りが行われる領域）である。 In this embodiment, a planned cutting area 34 is formed in the lower part of the wall body 31 and adjacent to the bottom 32. This planned cutting area 34 is, for example, an area that is cut by the cutter head of a shield tunneling machine (not shown) when the shield tunneling machine starts from inside the shaft 30 and constructs an adit (an area where so-called mirror cutting is performed).
本実施形態において、壁体３１の切削予定領域３４には、コンクリート補強筋として、鉄筋の代わりに、複数本の棒状部材２０がコンクリートに埋設されている。つまり、壁体３１の切削予定領域３４は、立坑３０のうち複数本の棒状部材２０がコンクリートに埋設されている部分である。これら棒状部材２０のうち、鉛直方向に延びるものに関して、その下端部分を底部３２に定着させるために（換言すればアンカー固定するために）、前述の継手装置１が用いられる。ここにおいて、例えば図２における部分Ｐにて、前述の継手装置１が用いられる。 In this embodiment, in the planned cutting area 34 of the wall body 31, multiple rod-shaped members 20 are embedded in concrete as concrete reinforcement instead of reinforcing bars. In other words, the planned cutting area 34 of the wall body 31 is the portion of the shaft 30 where multiple rod-shaped members 20 are embedded in concrete. For those of these rod-shaped members 20 that extend vertically, the aforementioned joint device 1 is used to fix their lower ends to the bottom 32 (in other words, to anchor them). Here, for example, the aforementioned joint device 1 is used in part P in FIG. 2.
図３～図５は、立坑３０の構築方法を含む、立坑３０の切削方法を示す。ここにおいて、図３（ア）～図５（オ）は、立坑３０の構築方法を示し、図５（カ）は、立坑３０に形成された発進坑口部４０及び地盤に掘削形成されたトンネル６０（覆工体は図示せず）を示す。また、図３（ア）～図５（カ）は、前述の図２の部分Ｐに対応する。 Figures 3 to 5 show a method of cutting the shaft 30, including a method of constructing the shaft 30. Here, Figures 3(a) to 5(e) show the method of constructing the shaft 30, and Figure 5(f) shows the starting tunnel entrance 40 formed in the shaft 30 and the tunnel 60 (lining not shown) excavated into the ground. Also, Figures 3(a) to 5(f) correspond to part P in Figure 2 mentioned above.
立坑３０の構築に際しては、まず、図３（ア）に示すように、地中に地盤改良体５０を造成する。この地盤改良体５０は、地盤における立坑３０の構築予定領域３５の少なくとも一部を含むように造成される。この地盤改良体５０の造成施工では、周知の凍結工法や高圧噴射撹拌工法などが採用され得る。 When constructing the shaft 30, first, as shown in FIG. 3(A), a ground improvement body 50 is constructed in the ground. This ground improvement body 50 is constructed so as to include at least a part of the planned construction area 35 of the ground for the shaft 30. Well-known freezing methods and high-pressure jet mixing methods can be used to construct this ground improvement body 50.
次に、図３（イ）に示すように、地盤改良体５０の少なくとも一部を含むように前述の構築予定領域３５を掘削することで、地中に施工空間３６を形成する。この施工空間３６は、前述の内部空間３３となり得る。施工空間３６は、例えば、底部掘削面３７と側部掘削面３８とによって囲まれている。施工空間３６内に壁体３１及び底部３２が構築される（後述する図４（ウ）～図５（オ）参照）。 Next, as shown in Figure 3 (A), the construction area 35 is excavated so as to include at least a portion of the ground improvement body 50, thereby forming a construction space 36 underground. This construction space 36 can become the internal space 33 described above. The construction space 36 is surrounded by, for example, a bottom excavation surface 37 and a side excavation surface 38. The wall body 31 and bottom 32 are constructed within the construction space 36 (see Figures 4 (C) to 5 (E) described below).
次に、図４（ウ）に示すように、鉛直方向に延びる棒状部材２０Ａの下端に継手装置１Ａを介して連結された鉄筋１０Ａを配置すると共に、鉛直方向に延びる棒状部材２０Ｂの下端に継手装置１Ｂを介して連結された鉄筋１０Ｂを配置する。 Next, as shown in FIG. 4 (c), a reinforcing bar 10A is placed at the lower end of a vertically extending rod-shaped member 20A, connected via a joint device 1A, and a reinforcing bar 10B is placed at the lower end of a vertically extending rod-shaped member 20B, connected via a joint device 1B.
ここで、継手装置１Ａ，１Ｂは、図１に示す継手装置１に対応する。鉄筋１０Ａ，１０Ｂは、図１に示す鉄筋１０に対応する。棒状部材２０Ａ，２０Ｂは、図１に示す棒状部材２０に対応する。 Here, joint devices 1A and 1B correspond to joint device 1 shown in FIG. 1. Reinforcing bars 10A and 10B correspond to reinforcing bars 10 shown in FIG. 1. Rod-shaped members 20A and 20B correspond to rod-shaped members 20 shown in FIG. 1.
棒状部材２０Ａは、立坑３０の壁体３１の切削予定領域３４を構成する外側のコンクリート補強筋である。棒状部材２０Ｂは、立坑３０の壁体３１の切削予定領域３４を構成する内側のコンクリート補強筋である。 The rod-shaped member 20A is an outer concrete reinforcement that constitutes the planned cutting area 34 of the wall 31 of the shaft 30. The rod-shaped member 20B is an inner concrete reinforcement that constitutes the planned cutting area 34 of the wall 31 of the shaft 30.
鉄筋１０Ａは、その途中の屈曲部１０ＡＤにて屈曲されてＬ字状に延びている。鉄筋１０Ａのうち鉛直方向に延びる直線部１０ＡＣは、側部掘削面３８と所定の間隔を空けて側部掘削面３８に沿って延在している。鉄筋１０Ａのうち水平方向に延びる直線部１０ＡＥは、底部掘削面３７と所定の間隔を空けて底部掘削面３７に沿って延在している。ここにおいて、鉄筋１０Ａの直線部１０ＡＥの少なくとも一部は、立坑３０の底部３２においてコンクリートに埋設される定着部（アンカー固定部）として機能する。 The reinforcing bar 10A is bent at a bent portion 10AD midway and extends in an L-shape. The vertically extending straight portion 10AC of the reinforcing bar 10A extends along the side excavation surface 38 with a specified distance from the side excavation surface 38. The horizontally extending straight portion 10AE of the reinforcing bar 10A extends along the bottom excavation surface 37 with a specified distance from the bottom excavation surface 37. Here, at least a portion of the straight portion 10AE of the reinforcing bar 10A functions as an anchor portion that is embedded in concrete at the bottom 32 of the shaft 30.
鉄筋１０Ｂは、その途中の屈曲部１０ＢＤにて屈曲されてＬ字状に延びている。鉄筋１０Ｂのうち鉛直方向に延びる直線部１０ＢＣは、鉄筋１０Ａの直線部１０ＡＣと所定の間隔を空けて鉄筋１０Ａの直線部１０ＡＣと略平行に延在している。鉄筋１０Ｂのうち水平方向に延びる直線部１０ＢＥは、鉄筋１０Ａの直線部１０ＡＥと所定の間隔を空けて鉄筋１０Ａの直線部１０ＡＥと略平行に延在している。ここにおいて、鉄筋１０Ｂの直線部１０ＢＥの少なくとも一部は、立坑３０の底部３２においてコンクリートに埋設される定着部（アンカー固定部）として機能する。 The reinforcing bar 10B is bent at a bent portion 10BD midway and extends in an L-shape. The straight portion 10BC extending vertically of the reinforcing bar 10B extends substantially parallel to the straight portion 10AC of the reinforcing bar 10A with a specified gap therebetween. The straight portion 10BE extending horizontally of the reinforcing bar 10B extends substantially parallel to the straight portion 10AE of the reinforcing bar 10A with a specified gap therebetween. Here, at least a portion of the straight portion 10BE of the reinforcing bar 10B functions as an anchor portion that is embedded in concrete at the bottom 32 of the shaft 30.
次に、図４（エ）に示すように、継手装置１Ａ，１Ｂと、鉄筋１０Ａ，１０Ｂと、棒状部材２０Ａ，２０Ｂとを巻き込むようにコンクリートを打設することで、切削予定領域３４を含む壁体３１を形成する。この工程において、鉄筋１０Ａの直線部１０ＡＥのうち前述の定着部（アンカー固定部）として機能する部分と、鉄筋１０Ｂの直線部１０ＢＥのうち前述の定着部（アンカー固定部）として機能する部分とについては、露出させたままの状態としておく。 Next, as shown in FIG. 4(e), concrete is poured to encase the joint devices 1A, 1B, the reinforcing bars 10A, 10B, and the rod-shaped members 20A, 20B, thereby forming a wall body 31 including the intended cutting area 34. In this process, the portion of the straight section 10AE of the reinforcing bar 10A that functions as the aforementioned fixing section (anchor fixing section) and the portion of the straight section 10BE of the reinforcing bar 10B that functions as the aforementioned fixing section (anchor fixing section) are left exposed.
次に、図５（オ）に示すように、鉄筋１０Ａの直線部１０ＡＥのうち前述の定着部（アンカー固定部）として機能する部分と、鉄筋１０Ｂの直線部１０ＢＥのうち前述の定着部（アンカー固定部）として機能する部分とを巻き込むようにコンクリートを打設することで、底部３２を形成する。 Next, as shown in FIG. 5 (E), concrete is poured to encase the portion of the straight section 10AE of the reinforcing bar 10A that functions as the aforementioned anchor fixing section (anchor fixing section) and the portion of the straight section 10BE of the reinforcing bar 10B that functions as the aforementioned anchor fixing section (anchor fixing section), thereby forming the bottom section 32.
以上のようにして、立坑３０が構築される。 In this manner, the shaft 30 is constructed.
次に、図５（カ）を示すように、例えば立坑３０から発進するシールド掘進機のカッタヘッドにより壁体３１の切削予定領域３４を切削することで、壁体３１に発進坑口部４０（開口部）を形成する。この後、前述のシールド掘進機によって地盤改良体５０を含む地盤の掘削を行って、トンネル６０を形成する。 Next, as shown in FIG. 5 (F), for example, a cutter head of a shield tunneling machine starting from a vertical shaft 30 is used to cut a planned cutting area 34 of the wall body 31, thereby forming a starting tunnel entrance 40 (opening) in the wall body 31. After this, the above-mentioned shield tunneling machine excavates the ground including the ground improvement body 50 to form a tunnel 60.
ここで、トンネル６０は、例えば、シールド工法により形成されるシールドトンネルである。シールド工法では、図示は省略するが、前述のシールド掘進機で地盤を掘削しながら、シールド掘進機の後部で次々にセグメントを組み立てて、筒状の覆工体を形成する。この工法では、シールド掘進機は、その後方の覆工体を推進ジャッキで後方へ押圧し、その反力として発生する推力によって、地盤を掘削しながら前進する。 Here, the tunnel 60 is, for example, a shield tunnel formed by the shield method. In the shield method, although not shown in the figures, the ground is excavated with the above-mentioned shield machine, and segments are assembled one after another at the rear of the shield machine to form a cylindrical lining. In this method, the shield machine pushes the lining behind it backwards with a thrust jack, and the thrust generated as a reaction force propels it forward while excavating the ground.
尚、本実施形態では、壁体３１の切削予定領域３４をシールド掘進機のカッタヘッドで切削して開口部を形成しているが、この他、バックホーや電動ショベル（油圧ショベル）などの、シールド掘進機以外の掘削機械を用いて、壁体３１の切削予定領域３４を切削して開口部を形成してもよい。 In this embodiment, the intended cutting area 34 of the wall 31 is cut with the cutter head of the shield tunneling machine to form the opening, but the intended cutting area 34 of the wall 31 may also be cut with an excavation machine other than the shield tunneling machine, such as a backhoe or an electric shovel (hydraulic excavator), to form the opening.
以上のようにして、立坑３０が切削され得る。 In this manner, the shaft 30 can be cut.
ところで、壁体３１の切削予定領域３４に埋設される棒状部材２０Ａ，２０Ｂの下端部を底部３２に定着させる（アンカー固定する）に際して、当該定着部を棒状部材２０Ａ，２０Ｂの下端部に一体的に形成するべく、当該下端部を延長してＬ字状に屈曲させた場合には、その屈曲部分の強度が低下する。それゆえ、本実施形態では、壁体３１の切削予定領域３４に埋設される棒状部材２０Ａ，２０Ｂの下端部を底部３２に定着させる（アンカー固定する）に際して、当該定着部を鉄筋１０Ａ，１０Ｂで置き換えるために、継手装置１Ａ，１Ｂを用いている。 However, when the lower ends of the rod-shaped members 20A, 20B embedded in the planned cutting area 34 of the wall body 31 are fixed (anchored) to the bottom 32, if the lower ends are extended and bent into an L-shape to integrally form the fixing portion with the lower ends of the rod-shaped members 20A, 20B, the strength of the bent portion decreases. Therefore, in this embodiment, when the lower ends of the rod-shaped members 20A, 20B embedded in the planned cutting area 34 of the wall body 31 are fixed (anchored) to the bottom 32, joint devices 1A, 1B are used to replace the fixing portion with reinforcing bars 10A, 10B.
仮に、棒状部材２０をせん断補強筋に用いる場合には、その端部を主筋などにひっかける必要があるので、当該端部にフック加工を施す必要がある。しかしながら、このフック加工を施すと、その屈曲部分で引張耐力が低下する。この点、このフック加工が必要な部分を、継手装置１を用いて、鉄筋１０で置き換えることで、フック加工による屈曲部分での引張耐力の低下を防止することができる。 If the rod-shaped member 20 is used as a shear reinforcement, its end needs to be hooked onto the main reinforcement, etc., and therefore the end needs to be hooked. However, when this hooking is performed, the tensile strength of the bent portion decreases. In this regard, by replacing the portion requiring this hooking with the reinforcing bar 10 using the joint device 1, it is possible to prevent the decrease in tensile strength of the bent portion due to the hooking.
本実施形態によれば、継手装置１は、鉄筋１０の端部１１と樹脂製の棒状部材２０の端部２１とを連結するものである。継手装置１は、鉄筋１０の端部１１が一端側の開口部２ｂから中空部２ａに挿入され、かつ、棒状部材２０の端部２１が他端側の開口部２ｃから中空部２ａに挿入される筒状部材２と、鉄筋１０の端部１１及び棒状部材２０の端部２１が挿入された筒状部材２の中空部２ａに充填されるグラウト材３と、を備える。ゆえに、継手装置１を簡素な構成とすることができる。 According to this embodiment, the joint device 1 connects the end 11 of the reinforcing bar 10 and the end 21 of the resin rod-shaped member 20. The joint device 1 includes a tubular member 2 into which the end 11 of the reinforcing bar 10 is inserted from an opening 2b on one end side into a hollow portion 2a and the end 21 of the rod-shaped member 20 is inserted from an opening 2c on the other end side into the hollow portion 2a, and grout material 3 that fills the hollow portion 2a of the tubular member 2 into which the end 11 of the reinforcing bar 10 and the end 21 of the rod-shaped member 20 are inserted. Therefore, the joint device 1 can be simply configured.
また本実施形態によれば、グラウト材３は膨張材を含む。グラウト材３は、その膨張圧が２０Ｎ／ｍｍ2以上であることが好ましく、３０Ｎ／ｍｍ2以上であることが更に好ましい。これにより、継手装置１は、鉄筋１０の端部１１と棒状部材２０の端部２１とを強固に連結することができる。尚、グラウト材３については、無収縮モルタルを含んでもよい。 According to this embodiment, the grout material 3 contains an expansive material. The grout material 3 preferably has an expansion pressure of 20 N/mm2 or more , and more preferably 30 N/mm2 or more . This allows the joint device 1 to firmly connect the end 11 of the reinforcing bar 10 and the end 21 of the rod-shaped member 20. The grout material 3 may contain non-shrink mortar.
また本実施形態によれば、棒状部材２０は、樹脂（合成樹脂）製であり、好ましくは繊維強化プラスチック（ＦＲＰ）製であり、更に好ましくはガラス繊維強化プラスチック（ＧＦＲＰ）製又は炭素繊維強化プラスチック（ＣＦＲＰ）製であり、特に好ましくは炭素繊維強化プラスチック（ＣＦＲＰ）製である。棒状部材２０は、そのヤング率が８００００Ｎ／ｍｍ2以上であることが好ましく、１０００００Ｎ／ｍｍ2以上であることが更に好ましい。 According to this embodiment, the rod-shaped member 20 is made of resin (synthetic resin), preferably fiber-reinforced plastic (FRP), more preferably glass-fiber-reinforced plastic (GFRP) or carbon-fiber-reinforced plastic (CFRP), and particularly preferably carbon-fiber-reinforced plastic (CFRP). The rod-shaped member 20 preferably has a Young's modulus of 80,000 N/mm2 or more , more preferably 100,000 N/mm2 or more .
また本実施形態によれば、棒状部材２０の直径Ｄ２が鉄筋１０の直径Ｄ１よりも小さい。ここで、鉄筋１０については、その直径が、棒状部材２０の性能（例えば引張強度）と同等の性能を有するように決定されることが好ましい。また、鉄筋１０については、屈曲部（例えば屈曲部１０ＡＤ，１０ＢＤ）を有してもよい。 In addition, according to this embodiment, the diameter D2 of the rod-shaped member 20 is smaller than the diameter D1 of the reinforcing bar 10. Here, it is preferable that the diameter of the reinforcing bar 10 is determined so as to have performance (e.g., tensile strength) equivalent to that of the rod-shaped member 20. In addition, the reinforcing bar 10 may have a bent portion (e.g., bent portions 10AD, 10BD).
また本実施形態によれば、コンクリート構造体の一例である立坑３０は、継手装置１Ａ，１Ｂと、鉄筋１０Ａ，１０Ｂと、棒状部材２０Ａ，２０Ｂとが埋設されたものである。ゆえに、立坑３０のうち棒状部材２０Ａ，２０Ｂが埋設されている部分である切削予定領域３４を切削することができる。 According to this embodiment, the shaft 30, which is an example of a concrete structure, has the joint devices 1A, 1B, the reinforcing bars 10A, 10B, and the rod-shaped members 20A, 20B buried in it. Therefore, it is possible to cut the intended cutting area 34, which is the portion of the shaft 30 where the rod-shaped members 20A, 20B are buried.
また本実施形態によれば、コンクリート構造体の一例である立坑３０の切削方法は、立坑３０のうち棒状部材２０Ａ，２０Ｂが埋設されている部分である切削予定領域３４を切削することを含む。ゆえに、立坑３０の一部を簡易に切削することができる。 According to this embodiment, the cutting method for the shaft 30, which is an example of a concrete structure, includes cutting the intended cutting area 34, which is the portion of the shaft 30 in which the rod-shaped members 20A and 20B are embedded. Therefore, a portion of the shaft 30 can be easily cut.
また本実施形態によれば、コンクリート構造体の一例である立坑３０の切削方法は、地中に地盤改良体５０を造成すること、地盤改良体５０の少なくとも一部を含むように地盤を掘削して形成された空間である施工空間３６内に立坑３０を構築すること、及び、立坑３０のうち棒状部材２０Ａ，２０Ｂが埋設されている部分である切削予定領域３４を切削すること、を含む。ゆえに、立坑３０の一部を簡易に切削することができる。 According to this embodiment, the cutting method of the shaft 30, which is an example of a concrete structure, includes constructing a ground improvement body 50 in the ground, constructing the shaft 30 in a construction space 36, which is a space formed by excavating the ground so as to include at least a portion of the ground improvement body 50, and cutting the intended cutting area 34, which is the portion of the shaft 30 in which the rod-shaped members 20A and 20B are buried. Therefore, a portion of the shaft 30 can be easily cut.
また本実施形態によれば、コンクリート構造体の一例である立坑３０の切削方法では、切削予定領域３４の切削により立坑３０に開口部（例えば発進坑口部４０）を形成する。ゆえに、立坑３０の一部を簡易に切削して開口部を形成することができる。 In addition, according to this embodiment, in the method for cutting a shaft 30, which is an example of a concrete structure, an opening (e.g., starting shaft mouth 40) is formed in the shaft 30 by cutting the intended cutting area 34. Therefore, the opening can be formed by simply cutting a part of the shaft 30.
本実施形態では、棒状部材２０の一方の端部２１に継手装置１を介して鉄筋１０の端部１１を連結する例を示したが、これに加えて、棒状部材２０の他方の端部に継手装置１を介して別の鉄筋の端部を連結してもよいことは言うまでもない。 In this embodiment, an example is shown in which the end 11 of the reinforcing bar 10 is connected to one end 21 of the rod-shaped member 20 via the joint device 1, but it goes without saying that in addition to this, the end of another reinforcing bar may also be connected to the other end of the rod-shaped member 20 via the joint device 1.
本実施形態にて説明した継手装置が適用されるコンクリート構造体は立坑に限らず、例えばトンネルの覆工体であってもよい。本実施形態にて説明した継手装置が適用されるコンクリート構造体は、地下空間と周辺地盤とを隔てる隔壁であり得る。 The concrete structure to which the joint device described in this embodiment is applied is not limited to a vertical shaft, but may be, for example, a tunnel lining. The concrete structure to which the joint device described in this embodiment is applied may be a partition wall separating an underground space from the surrounding ground.
以上の説明から明らかなように、図示の実施形態はあくまで本発明を例示するものであり、本発明は、説明した実施形態により直接的に示されるものに加え、特許請求の範囲内で当業者によりなされる各種の改良・変更を包含するものであることは言うまでもない。
尚、出願当初の請求項は以下の通りであった。
［請求項１］
鉄筋の端部と樹脂製の棒状部材の端部とを連結する継手装置であって、
前記鉄筋の端部が一端側の開口部から中空部に挿入され、かつ、前記棒状部材の端部が他端側の開口部から前記中空部に挿入される筒状部材と、
前記鉄筋の端部及び前記棒状部材の端部が挿入された前記筒状部材の前記中空部に充填されるグラウト材と、
を備える、継手装置。
［請求項２］
前記グラウト材は膨張材を含む、請求項１に記載の継手装置。
［請求項３］
前記棒状部材の直径が前記鉄筋の直径よりも小さい、請求項１又は請求項２に記載の継手装置。
［請求項４］
請求項１～請求項３のいずれか１つに記載の継手装置と、前記鉄筋と、前記棒状部材とが埋設された、コンクリート構造体。
［請求項５］
請求項４に記載のコンクリート構造体のうち前記棒状部材が埋設されている部分を切削することを含む、コンクリート構造体の切削方法。
［請求項６］
地中に地盤改良体を造成すること、
前記地盤改良体の少なくとも一部を含むように地盤を掘削して形成された空間内に、請求項４に記載のコンクリート構造体を構築すること、及び、
前記コンクリート構造体のうち前記棒状部材が埋設されている部分を切削すること、
を含む、コンクリート構造体の切削方法。
［請求項７］
前記切削により前記コンクリート構造体に開口部を形成する、請求項５又は請求項６に記載のコンクリート構造体の切削方法。
As is clear from the above description, the illustrated embodiments are merely illustrative of the present invention, and it goes without saying that the present invention encompasses various improvements and modifications made by those skilled in the art within the scope of the claims, in addition to those directly shown in the described embodiments.
The claims as originally filed were as follows:
[Claim 1]
A joint device for connecting an end of a reinforcing bar and an end of a resin rod-shaped member,
a cylindrical member in which the end of the reinforcing bar is inserted into a hollow portion from an opening on one end side, and the end of the rod-shaped member is inserted into the hollow portion from an opening on the other end side;
A grout material is filled in the hollow portion of the tubular member into which the end of the reinforcing bar and the end of the rod-shaped member are inserted;
A coupling device comprising:
[Claim 2]
The coupling device of claim 1 , wherein the grout material comprises an expansive material.
[Claim 3]
3. The joint device according to claim 1 or 2, wherein the diameter of the rod-shaped member is smaller than the diameter of the reinforcing bar.
[Claim 4]
A concrete structure in which the joint device according to any one of claims 1 to 3, the reinforcing bar, and the rod-shaped member are embedded.
[Claim 5]
A method for cutting a concrete structure, comprising cutting a portion of the concrete structure according to claim 4 in which the rod-shaped members are embedded.
[Claim 6]
Constructing a ground improvement body underground;
Constructing the concrete structure according to claim 4 in a space formed by excavating the ground so as to include at least a part of the ground improvement body; and
cutting a portion of the concrete structure in which the rod-shaped member is embedded;
A method for cutting a concrete structure, comprising:
[Claim 7]
7. The method for cutting a concrete structure according to claim 5 or 6, further comprising the step of forming an opening in the concrete structure by cutting.
１，１Ａ，１Ｂ…継手装置、２…筒状部材、２ａ…中空部、２ｂ，２ｃ…開口部、３…グラウト材、４，５…シール部材、４ａ，５ａ…貫通孔、１０，１０Ａ，１０Ｂ…鉄筋、１０ＡＣ，１０ＢＣ…直線部、１０ＡＤ，１０ＢＤ…屈曲部、１０ＡＥ，１０ＢＥ…直線部、１１…端部、２０，２０Ａ，２０Ｂ…棒状部材、２１…端部、３０…立坑、３１…壁体、３２…底部、３３…内部空間、３４…切削予定領域、３５…構築予定領域、３６…施工空間、３７…底部掘削面、３８…側部掘削面、４０…発進坑口部、５０…地盤改良体、６０…トンネル、Ｄ１，Ｄ２…直径 1, 1A, 1B...Joint device, 2...Cylindrical member, 2a...Hollow section, 2b, 2c...Opening, 3...Grout material, 4, 5...Sealing member, 4a, 5a...Through hole, 10, 10A, 10B...Reinforcing bar, 10AC, 10BC...Straight section, 10AD, 10BD...Bent section, 10AE, 10BE...Straight section, 11...End, 20, 20A, 20B...Rod-shaped member, 21...End, 30...Shaft, 31...Wall body, 32...Bottom, 33...Internal space, 34...Area to be cut, 35...Area to be constructed, 36...Construction space, 37...Bottom excavation surface, 38...Side excavation surface, 40...Starting tunnel mouth, 50...Ground improvement body, 60...Tunnel, D1, D2...Diameter
Claims (7)
前記空間内にて、鉛直方向に延びる樹脂製の棒状部材の下端部に、継手装置を介して、鉄筋の一端部を連結することと、
前記鉄筋の他端側の一部を露出させたままの状態で、前記鉄筋の他端側の一部以外と、前記継手装置と、前記棒状部材とを巻き込むようにコンクリートを打設することで、前記コンクリート構造体の壁体を構築することと、
前記鉄筋の他端側の一部を巻き込むようにコンクリートを打設することで、前記コンクリート構造体の底部を構築することと、
を含み、
前記継手装置及び前記鉄筋が、前記コンクリート構造体の底部の上面よりも低位に位置し、
前記継手装置は、
前記鉄筋の一端部が下端側の開口部から中空部に挿入され、かつ、前記棒状部材の下端部が上端側の開口部から前記中空部に挿入されて鉛直方向に延びる筒状部材と、
前記鉄筋の一端部及び前記棒状部材の下端部が挿入された前記筒状部材の前記中空部に充填されるグラウト材と、
を備える、
コンクリート構造体の構築方法。 A method for constructing a concrete structure in a space formed by excavating ground, comprising the steps of:
Connecting one end of a reinforcing bar to a lower end of a resin rod-shaped member extending vertically in the space via a joint device;
Constructing a wall of the concrete structure by pouring concrete so as to encase the other end of the reinforcing bar, the joint device, and the rod-shaped member while leaving a portion of the other end of the reinforcing bar exposed;
Pouring concrete so as to encase a portion of the other end of the reinforcing bar to construct a bottom of the concrete structure;
Including,
The joint device and the reinforcing bar are located lower than the upper surface of the bottom of the concrete structure,
The coupling device comprises:
A cylindrical member extending in a vertical direction , with one end of the reinforcing bar being inserted into a hollow portion from an opening on a lower end side and with a lower end of the rod-shaped member being inserted into the hollow portion from an opening on an upper end side;
A grout material is filled in the hollow portion of the tubular member into which one end of the reinforcing bar and the lower end of the rod-shaped member are inserted;
Equipped with
How to build a concrete structure.
前記空間内にて、鉛直方向に延びる樹脂製の棒状部材の下端部に、継手装置を介して、鉄筋の一端部を連結することと、Connecting one end of a reinforcing bar to a lower end of a resin rod-shaped member extending vertically in the space via a joint device;
前記鉄筋の他端側の一部を露出させたままの状態で、前記鉄筋の他端側の一部以外と、前記継手装置と、前記棒状部材とを巻き込むようにコンクリートを打設することで、前記コンクリート構造体の壁体を構築することと、Constructing a wall of the concrete structure by pouring concrete so as to encase the other end of the reinforcing bar, the joint device, and the rod-shaped member while leaving a portion of the other end of the reinforcing bar exposed;
前記鉄筋の他端側の一部を巻き込むようにコンクリートを打設することで、前記コンクリート構造体の底部を構築することと、Pouring concrete so as to encase a portion of the other end of the reinforcing bar to construct a bottom of the concrete structure;
を含み、Including,
前記継手装置及び前記鉄筋が、前記コンクリート構造体の底部の上面よりも低位に位置する、コンクリート構造体の構築方法。A method of constructing a concrete structure, wherein the joint device and the reinforcing bar are located below a top surface of the bottom of the concrete structure.
前記鉄筋の一端部が、前記第１直線部の上端部であり、One end of the reinforcing bar is an upper end of the first straight portion,
前記鉄筋の他端側の一部が、前記第２直線部の少なくとも一部である、請求項１又は請求項２に記載のコンクリート構造体の構築方法。3. The method for constructing a concrete structure according to claim 1 or 2, wherein a portion of the other end side of the reinforcing bar is at least a portion of the second straight portion.
前記空間は、前記地盤改良体の少なくとも一部を含むように地盤を掘削して形成される、請求項１～請求項３のいずれか１つに記載のコンクリート構造体の構築方法。 The method further includes constructing a ground improvement body in the ground prior to forming the space ,
A method for constructing a concrete structure according to any one of claims 1 to 3, wherein the space is formed by excavating the ground so as to include at least a portion of the ground improvement body.
前記コンクリート構造体の壁体の開口部の下端部が前記コンクリート構造体の底部の上面に隣接する、コンクリート構造体の切削方法。 The method includes forming an opening in a wall of the concrete structure by cutting a portion of the wall of the concrete structure constructed by the method for constructing a concrete structure according to any one of claims 1 to 6 , in which the rod-shaped member is embedded,
A method for cutting a concrete structure , wherein a lower end of an opening in a wall of the concrete structure is adjacent to an upper surface of a bottom of the concrete structure .
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