JP6971170B2 - How to build an underground structure - Google Patents

How to build an underground structure Download PDF

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JP6971170B2
JP6971170B2 JP2018032048A JP2018032048A JP6971170B2 JP 6971170 B2 JP6971170 B2 JP 6971170B2 JP 2018032048 A JP2018032048 A JP 2018032048A JP 2018032048 A JP2018032048 A JP 2018032048A JP 6971170 B2 JP6971170 B2 JP 6971170B2
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excavation
gantry
hole
ground
constructing
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JP2019148070A (en
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康晴 大塚
忠宏 佐藤
直也 万仲
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Taisei Corp
Kajima Corp
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Kajima Corp
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本発明は、地下構造物の構築方法に関する。 The present invention relates to a method for constructing an underground structure.

深礎杭を構築する際は、重機による削岩や爆薬等の発破を行い地盤を掘削して掘削孔を形成した後、重機を撤去して掘削孔に足場を設け、深礎杭を構成する構造体である鉄筋を掘削孔内で組立てて設置する。地盤を掘削する際に生じる掘削ずりは、クレーンやベッセルにより上方へ揚重して搬出する。 When constructing a deep foundation pile, heavy machinery is used to blast rocks and explosives, and the ground is excavated to form an excavation hole. Reinforcing bars, which are structures, are assembled and installed in the excavation holes. The excavation scraps generated when excavating the ground are lifted upward by a crane or vessel and carried out.

鉄筋の設置後、足場を解体して撤去し、掘削孔にコンクリートを打設することで深礎杭が構築される。特許文献1、2には、鉄筋の設置時やコンクリート打設時等の作業足場として吊り足場(スカフォード)を用いる例が記載されている。 After installing the reinforcing bars, the scaffolding is dismantled and removed, and concrete is placed in the excavation holes to construct deep foundation piles. Patent Documents 1 and 2 describe an example in which a suspended scaffold (scaffold) is used as a work scaffold at the time of installing a reinforcing bar or placing concrete.

特開2002−38475号公報Japanese Unexamined Patent Publication No. 2002-38475 特開平9-25719号公報Japanese Unexamined Patent Publication No. 9-25719

しかしながら、上記した従来の工法では、地盤の掘削工程と鉄筋の設置工程がそれぞれクリティカルパスとなり、工期短縮が難しかった。 However, in the above-mentioned conventional construction method, the ground excavation process and the reinforcing bar installation process each become a critical path, and it is difficult to shorten the construction period.

本発明は上記の問題に鑑みてなされたものであり、工期を短縮できる地下構造物の構築方法を提供することを目的とする。 The present invention has been made in view of the above problems, and an object of the present invention is to provide a method for constructing an underground structure capable of shortening the construction period.

前述した課題を解決するための本発明は、地下構造物の構築方法であって、地盤に横坑および前記横坑から上方に延びる掘削ずりの排出用の排出孔を構築する工程と、前記排出孔を含む範囲の地盤を掘削し、掘削ずりを前記排出孔に投入して前記横坑から搬出する工程と、前記地盤を所定深さまで掘削する途中において、掘削孔の平面位置で架台を吊設し、前記地下構造物の構造体を前記架台上に設置する工程と、前記地盤を所定深さまで掘削した後に、前記架台を下降させて前記構造体を所定位置にセットする工程と、を具備することを特徴とする地下構造物の構築方法である。 The present invention for solving the above-mentioned problems is a method for constructing an underground structure, which comprises a step of constructing a horizontal shaft and a discharge hole for discharging excavated shavings extending upward from the horizontal shaft in the ground, and the discharge. In the process of excavating the ground in the range including the hole, throwing the excavation scrap into the discharge hole and carrying it out from the side shaft, and in the middle of excavating the ground to a predetermined depth, the gantry is suspended at the plane position of the excavation hole. A step of installing the structure of the underground structure on the gantry and a step of excavating the ground to a predetermined depth and then lowering the gantry to set the structure at a predetermined position are provided. It is a method of constructing an underground structure characterized by this.

前記構造体は例えば鉄筋であり、前記鉄筋をセットした後、前記掘削孔にコンクリートを打設し、前記鉄筋および前記架台を前記コンクリートに埋設する。
また前記地下構造物は例えば深礎杭である。
The structure is, for example, a reinforcing bar, and after setting the reinforcing bar, concrete is placed in the excavation hole, and the reinforcing bar and the gantry are embedded in the concrete.
The underground structure is, for example, a deep foundation pile.

本発明によれば、掘削孔の平面位置に配置した架台の上下において、鉄筋等の構造体の設置と地盤の掘削を並行して行うことで、前記したクリティカルパスをラップさせることが可能となり、大幅な工期短縮が可能となる。掘削の完了後は、架台を吊り降ろすだけで鉄筋等を必要な位置に容易にセットできる。また、掘削孔の平面位置に架台がある状態では従来のように掘削ずりを上部へ揚重して搬出することが難しいが、本発明では、先行設置した排出孔を介して掘削ずりを下方の横坑へ排出し、横坑から外部に搬出することが可能である。 According to the present invention, it is possible to wrap the above-mentioned critical path by installing a structure such as a reinforcing bar and excavating the ground in parallel on the upper and lower sides of the gantry arranged at the plane position of the excavation hole. It is possible to significantly shorten the construction period. After the excavation is completed, the reinforcing bars and the like can be easily set at the required positions simply by suspending the gantry. Further, in the state where the pedestal is in the plane position of the excavation hole, it is difficult to lift the excavation shear to the upper part and carry it out as in the conventional case. It is possible to discharge to the horizontal shaft and carry it out from the horizontal shaft.

深礎杭のような大規模な地下構造物では必要な鉄筋も大掛かりになるが、本発明では上記の手法により掘削と並行して架台上に鉄筋を組んでおくことで施工時の工期短縮につながる。 In a large-scale underground structure such as a deep foundation pile, the necessary reinforcing bars are also large, but in the present invention, by assembling the reinforcing bars on the gantry in parallel with excavation by the above method, the construction period can be shortened. Connect.

前記架台は、前記地盤の掘削の進行に応じて吊り降ろすことが望ましい。また前記架台を吊り降ろした後、前記構造体の上に新たな構造体を設置することも望ましい。
このように、本発明では単なる作業用のスカフォードではなく、鉄筋等の構造体を吊り降ろすための架台を吊設して、掘削の進行に応じて架台を吊り降ろしつつその上で鉄筋等を継ぎ足して設置することにより、鉄筋等の設置と掘削の並行作業を好適に行うことが可能となり、鉄筋等の設置作業も地表面で行うことが可能になる。
It is desirable that the gantry be suspended according to the progress of excavation of the ground. It is also desirable to install a new structure on the structure after suspending the pedestal.
As described above, in the present invention, not only a scaffold for work, but a pedestal for suspending a structure such as a reinforcing bar is suspended, and the pedestal is suspended according to the progress of excavation, and the reinforcing bar or the like is hung on the pedestal. By adding and installing the reinforcing bars, it becomes possible to suitably perform the parallel work of the installation of the reinforcing bars and the excavation, and the installation work of the reinforcing bars and the like can also be performed on the ground surface.

前記横坑に、掘削ずりの搬出用のベルトコンベアを設置することが望ましい。
これにより、横坑内において、掘削ずりを好適に外部に搬出することができる。
It is desirable to install a belt conveyor for carrying out excavated shavings in the horizontal shaft.
As a result, the excavation shavings can be suitably carried out in the horizontal pit.

本発明により、工期を短縮できる地下構造物の構築方法を提供することができる。 INDUSTRIAL APPLICABILITY According to the present invention, it is possible to provide a method for constructing an underground structure that can shorten the construction period.

横坑2の形成について説明する図。The figure explaining the formation of the side shaft 2. グローリーホール12の形成について説明する図。The figure explaining the formation of the glory hole 12. グローリーホール12を示す図。The figure which shows the glory hole 12. 地盤の掘削について説明する図。The figure explaining the excavation of the ground. 架台5の設置について説明する図。The figure explaining the installation of the gantry 5. 地盤の掘削と鉄筋6の組立について説明する図。The figure explaining the excavation of the ground and the assembly of the reinforcing bar 6. 地盤の掘削について説明する図。The figure explaining the excavation of the ground. 鉄筋6のセットについて説明する図。The figure explaining the set of the reinforcing bar 6. コンクリート17の打設について説明する図。The figure explaining the placing of concrete 17. 深礎杭10aを示す図。The figure which shows the deep foundation pile 10a.

以下、図面に基づいて本発明の好適な実施形態について詳細に説明する。 Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the drawings.

図1〜図9は本発明の実施形態に係る深礎杭(地下構造物)の構築方法を示す図である。本実施形態では、山の斜面に掘削孔(立坑)を形成し、そこに道路橋脚等の基礎として深礎杭を構築する例について説明する。 1 to 9 are views showing a method of constructing a deep foundation pile (underground structure) according to an embodiment of the present invention. In this embodiment, an example of forming an excavation hole (shaft) on the slope of a mountain and constructing a deep foundation pile as a foundation of a road pier or the like will be described.

(1.横坑の形成)
本実施形態では、まず図1に示すように山1の斜面の深礎杭の形成範囲11の下部に当たる深さで横坑2を形成する。また深礎杭の形成範囲11の上方の斜面を整地しておく。
(1. Formation of horizontal shaft)
In the present embodiment, first, as shown in FIG. 1, the horizontal shaft 2 is formed at a depth corresponding to the lower part of the formation range 11 of the deep foundation pile on the slope of the mountain 1. In addition, the slope above the formation range 11 of the deep foundation pile is leveled.

横坑2は、平面において深礎杭の形成範囲11まで達するように形成される。横坑2は掘削ずりを外部に搬出するためのものであり、内部に振動フィーダ21やベルトコンベア22が設置される。ただし、掘削ずりの搬出のために横坑2内でバックホウ等の重機を稼働させたり、掘削ずりの搬出にあたって横坑2内でダンプトラックを走行させたり、またベルトコンベア22による搬出とダンプトラックによる搬出を併用することも可能であり、横坑2からの掘削ずりの搬出にあたっては様々な手段が考えられる。さらに、横坑2を地下水の排水に利用することも可能である。 The horizontal shaft 2 is formed so as to reach the formation range 11 of the deep foundation pile on the plane. The side pit 2 is for carrying out the excavation scraps to the outside, and a vibration feeder 21 and a belt conveyor 22 are installed inside. However, heavy machinery such as backhoes are operated in the horizontal pit 2 to carry out the excavation shavings, a dump truck is run in the horizontal pit 2 to carry out the excavation shavings, and the unloading by the belt conveyor 22 and the dump truck are used. It is also possible to carry out at the same time, and various means can be considered for carrying out the excavation shavings from the side pit 2. Further, the horizontal shaft 2 can be used for drainage of groundwater.

(2.グローリーホールの形成)
本実施形態では、次に、掘削ずりの排出用のグローリーホール(排出孔)を深礎杭の形成範囲11に形成する。この際、まず図2(a)に示すように深礎杭の形成範囲11の上方の地表面にレイズボーリングマシン3を設置し、ロッド31の先端32に設けたビットで地盤を下方へと横坑2まで穿孔する。
(2. Formation of glory hole)
In the present embodiment, next, a cloaca hole (discharge hole) for discharging excavated pile is formed in the formation range 11 of the deep foundation pile. At this time, first, as shown in FIG. 2A, the raise boring machine 3 is installed on the ground surface above the formation range 11 of the deep foundation pile, and the ground is laterally lowered by the bit provided at the tip 32 of the rod 31. Drill up to pit 2.

その後、ロッド31の先端32を拡径し、図2(b)に示すようにロッド31を引き上げながら拡径部の上面に設けたビットで地盤を上方へと掘削することで、上記穿孔した孔を拡径する。 After that, the tip 32 of the rod 31 is expanded in diameter, and as shown in FIG. 2B, the ground is excavated upward with a bit provided on the upper surface of the enlarged diameter portion while pulling up the rod 31, and the hole is drilled. To expand the diameter.

これにより、図3(a)に示すように、横坑2から上方へと略鉛直方向に延びるグローリーホール12が形成される。グローリーホール12の形成時に生じる掘削ずりは、横坑2に落ちて振動フィーダ21からベルトコンベア22により外部へと搬出される。この掘削ずりから、地盤が重金属などを有していないか等の事前の地質調査を原位置の土質により深礎杭の深さ範囲の全体に亘って精度よく行うことも可能である。 As a result, as shown in FIG. 3A, a glory hole 12 extending upward from the side shaft 2 in a substantially vertical direction is formed. The excavation scrap generated during the formation of the glory hole 12 falls into the side shaft 2 and is carried out from the vibration feeder 21 to the outside by the belt conveyor 22. From this excavation, it is possible to conduct a preliminary geological survey, such as whether the ground has heavy metals, etc., with high accuracy over the entire depth range of the deep foundation pile, depending on the soil quality at the in-situ.

また本実施形態では、グローリーホール12の孔壁保護のため、図3(b)に示すようにグローリーホール12の内面に沿って鋼管121を挿入する。当該内面と鋼管121の間には必要に応じてセメントミルク等を充填する。 Further, in the present embodiment, the steel pipe 121 is inserted along the inner surface of the glory hole 12 as shown in FIG. 3B in order to protect the hole wall of the glory hole 12. If necessary, cement milk or the like is filled between the inner surface and the steel pipe 121.

(3.地盤の掘削)
本実施形態では、次に、図4に示すようにグローリーホール12を含む深礎杭の形成範囲11で地盤の掘削を開始する。本実施形態では掘削孔13の上端外縁(坑口)をコンクリート等によるガイドウォール14によって補強し、地盤の掘削は重機4による削岩や爆薬等の発破によって行う。また、掘削作業と並行してコンクリート吹付等による孔壁保護も行われる。
(3. Excavation of the ground)
In the present embodiment, next, as shown in FIG. 4, excavation of the ground is started in the formation range 11 of the deep foundation pile including the glory hole 12. In the present embodiment, the outer edge (wellhead) of the upper end of the excavation hole 13 is reinforced by a guide wall 14 made of concrete or the like, and the ground is excavated by drilling rocks or blasting explosives by the heavy machine 4. In addition, in parallel with the excavation work, the hole wall is protected by spraying concrete.

地盤の掘削により生じる掘削ずりは、グローリーホール12に投入することで掘削孔13から排出し、前記と同様、横坑2から外部へと搬出する。またグローリーホール12の鋼管121は掘削の進行に応じて上部から順に切断して撤去してゆく。以上はこの後の工程においても同様である。 The excavated excavation generated by excavating the ground is discharged from the excavation hole 13 by throwing it into the glory hole 12, and is carried out from the side pit 2 to the outside in the same manner as described above. Further, the steel pipe 121 of the glory hole 12 is cut and removed in order from the upper part according to the progress of excavation. The above is the same in the subsequent steps.

このように地盤の掘削を行う途中で(例えば10m程度の深さまで掘削した段階で)、本実施形態では図5(a)に示すように掘削孔13の平面位置において掘削孔13の上端付近に昇降自在な架台5を設置し、図5(b)に示すように架台5の上で深礎杭の鉄筋6(深礎杭の構造体)を組立てて設置する。鉄筋6は、主筋61の周囲に帯筋62を設けた鉄筋籠であるが、特に限定されることはない。 In the middle of excavating the ground in this way (for example, at the stage of excavating to a depth of about 10 m), in the present embodiment, as shown in FIG. 5A, in the plane position of the excavation hole 13, near the upper end of the excavation hole 13. A pedestal 5 that can be raised and lowered is installed, and as shown in FIG. 5B, the reinforcing bar 6 of the deep foundation pile (structure of the deep foundation pile) is assembled and installed on the pedestal 5. The reinforcing bar 6 is a reinforcing bar cage in which a band bar 62 is provided around the main reinforcing bar 61, but the reinforcing bar 6 is not particularly limited.

架台5は、鉄筋6の吊り降ろし用の架台であり、ガイドウォール14の上に設けた吊下装置15から吊材16によって吊設される。架台5の吊設は所定の安全率を確保するように複数の吊下装置15により行われるが、吊下装置15や吊材16の構成は特に限定されない。例えば吊材16としては通常のワイヤやPC鋼線等を用いることができる。 The gantry 5 is a pedestal for suspending and lowering the reinforcing bar 6, and is suspended by a suspending material 16 from a suspending device 15 provided on the guide wall 14. The gantry 5 is suspended by a plurality of suspending devices 15 so as to secure a predetermined safety factor, but the configuration of the suspending device 15 and the suspending material 16 is not particularly limited. For example, as the hanging material 16, ordinary wire, PC steel wire, or the like can be used.

架台5は例えば鉄骨等を格子状に組み、その上に網状の床材を設けることによって形成され、図5(a)に示すように作業員や資機材等が出入りするための開閉可能な出入口51も設けられる。これにより、重機4の故障対応や発破時の作業員の退避を行うことができる。 The gantry 5 is formed by, for example, assembling steel frames or the like in a grid pattern and providing a net-like flooring material on the frame, and as shown in FIG. 5A, an openable doorway for workers, materials and equipment to enter and exit. 51 is also provided. As a result, it is possible to deal with the failure of the heavy machine 4 and evacuate the worker at the time of blasting.

また架台5の下面には、工事騒音防止のための防音材53や、架台5の下方の掘削孔13の暗所を照明するための照明装置54、掘削時の粉塵対策のための散水装置55や集塵装置56等が設けられる。 Further, on the lower surface of the gantry 5, a soundproofing material 53 for preventing construction noise, a lighting device 54 for illuminating a dark place of an excavation hole 13 below the gantry 5, and a sprinkler 55 for dust countermeasures during excavation And a dust collector 56 and the like are provided.

本実施形態では、図6(a)、(b)に示すように地盤の掘削の進行に応じて架台5を吊り降ろし、架台5を吊り降ろした後、鉄筋6の上に新たな鉄筋6を継ぎ足して設置し、鉄筋6を上方に組み上げてゆく。この作業は掘削孔13の周囲の地表面において行うことができる。また必要に応じて掘削孔13の孔壁保護等の作業を行うための足場も架台5に形成し、架台5上での作業を行えるようにしておく。 In the present embodiment, as shown in FIGS. 6A and 6B, the gantry 5 is hung down according to the progress of excavation of the ground, the gantry 5 is hung down, and then a new reinforcing bar 6 is placed on the reinforcing bar 6. Add and install, and assemble the reinforcing bar 6 upward. This work can be performed on the ground surface around the excavation hole 13. Further, if necessary, a scaffold for performing work such as protection of the hole wall of the excavation hole 13 is also formed on the gantry 5 so that the work on the gantry 5 can be performed.

上記の工程を繰り返し、図7に示すように所定深さまで地盤の掘削を行うと、掘削を完了する。本実施形態では、前記した深礎杭の形成範囲11に加えて架台5の厚さ程度の深さの余掘りを行っている。掘削を完了した時点で、深礎杭に必要な鉄筋6は全て組み終えて完成した状態で架台5上に存在している。なお、掘削孔13と干渉する横坑2の先端部分は掘削途中の適当な時点で解体し、また横坑2内に設置した振動フィーダ21やベルトコンベア22も適当な時点で撤去して横坑2から外部に搬出する。 When the above steps are repeated and the ground is excavated to a predetermined depth as shown in FIG. 7, the excavation is completed. In the present embodiment, in addition to the above-mentioned deep foundation pile forming range 11, extra digging is performed to a depth of about the thickness of the gantry 5. When the excavation is completed, all the reinforcing bars 6 required for the deep foundation pile are present on the gantry 5 in a completed state. The tip of the horizontal shaft 2 that interferes with the excavation hole 13 is dismantled at an appropriate time during excavation, and the vibration feeder 21 and the belt conveyor 22 installed in the horizontal shaft 2 are also removed at an appropriate time to remove the horizontal shaft. Carry it out from 2.

(4.コンクリート17の打設)
この後、重機4等を横坑2から外部に搬出し、図8に示すように架台5を所定深さ(掘削孔13の底部)まで下降させて鉄筋6を所定位置にセットする。架台5は上記の余掘り部分に配置される。なお、重機4等は前記した架台5の出入口51から上方に搬出することも可能である。
(4. Placing concrete 17)
After that, the heavy equipment 4 and the like are carried out from the horizontal pit 2 and the gantry 5 is lowered to a predetermined depth (bottom of the excavation hole 13) as shown in FIG. 8 to set the reinforcing bar 6 at a predetermined position. The gantry 5 is arranged in the above-mentioned extra digging portion. The heavy equipment 4 and the like can also be carried upward from the doorway 51 of the gantry 5 described above.

この後、吊下装置15や吊材16、および必要に応じて足場等の解体、撤去を行い、図9に示すように掘削孔13および横坑2にコンクリート17を打設して深礎杭10が形成される。深礎杭10は、鉛直方向の各位置での水平断面が略等しい形状および大きさの断面となるような構成を有している。なお、横坑2内のコンクリート17は、掘削孔13のコンクリートよりも貧配合のコンクリートとしてよい。また本実施形態では鉄筋6に加えて架台5もコンクリート17内に埋設される。 After that, the suspension device 15, the suspension material 16, and the scaffolding and the like are dismantled and removed as necessary, and as shown in FIG. 9, concrete 17 is placed in the excavation hole 13 and the horizontal shaft 2 to form a deep foundation pile. 10 is formed. The deep foundation pile 10 has a configuration such that the horizontal cross sections at each position in the vertical direction have substantially the same shape and size. The concrete 17 in the horizontal shaft 2 may be a concrete having a poorer composition than the concrete in the excavation hole 13. Further, in the present embodiment, in addition to the reinforcing bar 6, the gantry 5 is also embedded in the concrete 17.

以上説明したように、本実施形態によれば、掘削孔13の平面位置に配置した架台5の上下において、鉄筋6の設置と地盤の掘削を並行して行うことで、前記したクリティカルパスをラップさせることが可能となり、大幅な工期短縮が可能となる。掘削の完了後は、架台5を吊り降ろすだけで鉄筋6を必要な位置に容易にセットできる。 As described above, according to the present embodiment, the above-mentioned critical path is wrapped by installing the reinforcing bars 6 and excavating the ground in parallel above and below the gantry 5 arranged at the plane position of the excavation hole 13. It is possible to make it possible to significantly shorten the construction period. After the excavation is completed, the reinforcing bar 6 can be easily set at the required position simply by suspending the gantry 5.

また、掘削孔13の平面位置に架台5がある状態では従来のように掘削ずりを上部へ揚重して搬出することが難しいが、本実施形態では、先行設置したグローリーホール12を介して掘削ずりを下方の横坑2へ排出し、横坑2から外部に搬出することが可能である。そのため、架台5の出入口51等を介して掘削ずりを上方に揚重して搬出する必要はほぼ無い。例えば、仮にベッセルやバケット等を用いて架台5の出入口51等から掘削ずりを上方に揚重して搬出しようとする場合、作業効率が悪く、また一時的にであっても鉄筋組立との上下作業になるため安全面の問題が生じるが、本実施形態のようにグローリーホール12を介して掘削ずりを下方の横坑2へ排出し、横坑2から外部に搬出する場合、そのような効率面や安全面の問題は生じない。 Further, in the state where the gantry 5 is located at the plane position of the excavation hole 13, it is difficult to lift the excavation scrap to the upper part and carry it out as in the conventional case, but in the present embodiment, excavation is performed through the glory hole 12 installed in advance. It is possible to discharge the shear to the lower side pit 2 and carry it out from the side pit 2. Therefore, it is almost unnecessary to lift the excavation slab upward through the entrance / exit 51 of the gantry 5 and carry it out. For example, if a vessel, bucket, or the like is used to lift the excavated slab upward from the entrance / exit 51 of the gantry 5 and carry it out, the work efficiency is poor, and even temporarily, it goes up and down with the reinforcing bar assembly. Since it is a work, there is a safety problem, but when the excavated excavation is discharged to the lower horizontal pit 2 through the glory hole 12 and carried out from the horizontal pit 2 as in the present embodiment, such efficiency occurs. There are no aspects or safety issues.

また深礎杭10のような大規模な地下構造物では必要な鉄筋6も大掛かりになるが、本実施形態では上記の手法により掘削と並行して架台5上に鉄筋6を組んで設置しておくことで施工時の工期短縮につながる。 Further, in a large-scale underground structure such as a deep foundation pile 10, the necessary reinforcing bars 6 are also large-scale, but in this embodiment, the reinforcing bars 6 are assembled and installed on the gantry 5 in parallel with excavation by the above method. By leaving it, it will lead to shortening the construction period at the time of construction.

また、本実施形態では単なる作業用のスカフォードではなく、鉄筋吊り降ろし用の架台5を吊設して、掘削の進行に応じて架台5を吊り降ろしつつその上で鉄筋6を継ぎ足して設置することにより、鉄筋6の設置と掘削の並行作業を好適に行うことが可能となり、鉄筋6の設置作業も地表面で行うことが可能になる。 Further, in the present embodiment, not a mere scaffold for work, but a pedestal 5 for suspending and lowering the reinforcing bar is suspended, and the pedestal 5 is suspended and installed by adding the reinforcing bar 6 on the pedestal 5 according to the progress of excavation. As a result, it becomes possible to suitably perform the parallel work of the installation of the reinforcing bar 6 and the excavation, and the installation work of the reinforcing bar 6 can also be performed on the ground surface.

さらに、本実施形態では掘削ずりの搬出用のベルトコンベア22を横坑2内に設置することで、横坑2内において掘削ずりを好適に外部に搬出することができる。ただし、前記したように横坑2からの掘削ずりの搬出にあたっては様々な手段が考えられ、ベルトコンベア22に限られることはない。 Further, in the present embodiment, by installing the belt conveyor 22 for carrying out the excavation shavings in the horizontal pit 2, the excavation shavings can be suitably carried out in the horizontal pit 2. However, as described above, various means can be considered for carrying out the excavation scrap from the side pit 2, and the method is not limited to the belt conveyor 22.

グローリーホール12は、レイズボーリングマシン3等を用い、地盤を横坑2まで下方に穿孔した後、上方への掘削を行って穿孔した孔を拡径することで容易に形成することができる。さらに、本実施形態ではグローリーホール12に鋼管121を挿入してグローリーホール12の孔壁を鋼管121で保護することで、掘削ずりの投入時に孔壁が徐々に崩れるのを防止できる。孔壁保護をコンクリート吹付により行う場合、爆薬等の発破時の衝撃によって孔壁が崩れる可能性があるが、鋼管121によって保護する場合、そのような心配もない。ただし、グローリーホール12の孔壁が丈夫な場合は鋼管121を省略することも可能である。 The glory hole 12 can be easily formed by drilling the ground downward to the horizontal shaft 2 using a raise boring machine 3 or the like, and then excavating upward to expand the diameter of the drilled hole. Further, in the present embodiment, by inserting the steel pipe 121 into the glory hole 12 and protecting the hole wall of the glory hole 12 with the steel pipe 121, it is possible to prevent the hole wall from gradually collapsing when the excavation scrap is thrown in. When the hole wall is protected by spraying concrete, the hole wall may collapse due to the impact at the time of blasting of explosives or the like, but when the hole wall is protected by the steel pipe 121, there is no such concern. However, if the hole wall of the glory hole 12 is strong, the steel pipe 121 can be omitted.

さらに、本実施形態では防音材53によって架台5に防音性能を付加することにより、架台5の下方で行われる重機4による削岩や発破等に伴う工事騒音の低減が図れる。 Further, in the present embodiment, by adding the soundproofing performance to the gantry 5 by the soundproofing material 53, it is possible to reduce the construction noise due to rock drilling, blasting, etc. by the heavy machine 4 performed below the gantry 5.

また架台5に照明装置54を設けることで、下方の掘削孔13の暗所を照らすことができて掘削作業の助けになり、夜間施工等も可能になる。 Further, by providing the lighting device 54 on the gantry 5, it is possible to illuminate the dark place of the excavation hole 13 below, which assists the excavation work and enables nighttime construction and the like.

さらに、架台5には作業員または資機材が出入りするための出入口51が設けられるので、重機4の故障対応や発破時の作業員の退避を行うことができる。 Further, since the gantry 5 is provided with an entrance / exit 51 for workers or materials / equipment to enter / exit, it is possible to deal with a failure of the heavy machine 4 and evacuate the worker at the time of blasting.

加えて、架台5に散水装置55や集塵装置56を設けることで、掘削に伴う粉塵対策も可能になる。 In addition, by providing the gantry 5 with a sprinkler 55 and a dust collector 56, it is possible to take measures against dust associated with excavation.

しかしながら、本発明はこれに限らない。例えば架台5の構成は前記したものに限ることはなく、架台5の側面に反力装置を設け、架台5の下面に下向きの掘削機を設置して掘削に用いることも可能である。また架台5と掘削孔13の底部との間を作業員が移動するための昇降設備を設けることも可能である。 However, the present invention is not limited to this. For example, the configuration of the gantry 5 is not limited to that described above, and it is also possible to provide a reaction force device on the side surface of the gantry 5 and install a downward excavator on the lower surface of the gantry 5 for excavation. It is also possible to provide an elevating facility for workers to move between the gantry 5 and the bottom of the excavation hole 13.

さらに、図10(a)に示すように横坑2は深礎杭の形成範囲11より低い位置に設けるようにしてもよく、この場合は前記と同様の工程により掘削等を行った後、図10(b)に示すように掘削孔13と横坑2およびこれらの間のグローリーホール12にコンクリート17を打設することで深礎杭10aが形成される。なお、掘削に用いた重機4等は、前記したように架台5の出入口51から上方へと搬出することができる。 Further, as shown in FIG. 10A, the horizontal pit 2 may be provided at a position lower than the formation range 11 of the deep foundation pile. In this case, after excavation or the like is performed by the same process as described above, FIG. As shown in 10 (b), the deep foundation pile 10a is formed by placing concrete 17 in the excavation hole 13, the side shaft 2, and the glory hole 12 between them. The heavy equipment 4 and the like used for excavation can be carried out upward from the entrance / exit 51 of the gantry 5 as described above.

また、本実施形態では掘削の進行に応じて架台5を段階的に下降させるが、これに限ることはない。例えば掘削の途中で架台5の下降を停止し、掘削の完了後に架台5を掘削孔13の底部まで一度に下降させてもよい。この場合は、架台5の下降を停止するまでは高い安全率をもって架台5を吊設するが、架台5の下降を停止した後に吊下装置15や吊材16の盛り替えを行って上記の安全率より若干低い安全率で架台5を吊設する構成とすることも可能である。 Further, in the present embodiment, the gantry 5 is lowered stepwise according to the progress of excavation, but the present invention is not limited to this. For example, the lowering of the gantry 5 may be stopped in the middle of excavation, and the gantry 5 may be lowered to the bottom of the excavation hole 13 at once after the excavation is completed. In this case, the gantry 5 is suspended with a high safety factor until the descent of the gantry 5 is stopped. It is also possible to suspend the gantry 5 with a safety factor slightly lower than the factor.

さらに、掘削中には架台5を下降させず、掘削の完了後に架台5を掘削孔13の底部まで一度に下降させることも可能である。いずれにせよ、掘削が完了した時点で架台5が掘削孔13の平面位置にあり、必要な鉄筋6が組み終えた状態で架台5上に存在していればよい。また鉄筋6の設置方法も特に限定されず、例えば鉄筋籠をユニット化して各ユニットを連結するなどの手法も可能である。 Further, it is possible not to lower the gantry 5 during excavation, but to lower the gantry 5 all at once to the bottom of the excavation hole 13 after the excavation is completed. In any case, it suffices that the gantry 5 is in the plane position of the excavation hole 13 when the excavation is completed and is present on the gantry 5 in a state where the necessary reinforcing bars 6 have been assembled. Further, the method of installing the reinforcing bar 6 is not particularly limited, and for example, a method of unitizing the reinforcing bar cage and connecting the units is also possible.

さらに、本実施形態において、グローリーホール12は、レイズボーリングマシン3等を用いて地盤を横坑2まで下方に穿孔した後、上方への掘削を行って穿孔した孔を拡径して形成するが、グローリーホール12の形成方法はこれに限らない。地表面から地盤を下方に掘削することで、上記のような穿孔作業を経ずに直接グローリーホール12を形成することも可能である。地盤の掘削には、ハンマーによってビットに打撃を与え当該ビットにより地盤を掘削するダウンザホールハンマーや、ケーシングを全周回転させながら地盤に挿入しつつその内側の地盤の掘削を行う全旋回オールケーシングを用いることができ、施工条件などにもよるが短期間でグローリーホール12を形成できる可能性がある。 Further, in the present embodiment, the glory hole 12 is formed by drilling the ground downward to the horizontal shaft 2 using a raise boring machine 3 or the like, and then excavating upward to expand the diameter of the drilled hole. , The method of forming the glory hole 12 is not limited to this. By excavating the ground downward from the ground surface, it is also possible to directly form the glory hole 12 without going through the above-mentioned drilling work. For excavating the ground, use a down-the-hole hammer that hits the bit with a hammer to excavate the ground with the bit, or a full-turn all-casing that excavates the ground inside the casing while rotating it all around. There is a possibility that the glory hole 12 can be formed in a short period of time depending on the construction conditions and the like.

また本実施形態では地下構造物として深礎杭を構築する例を説明したが、地下構造物は深礎杭に限ることはなく、例えばタンクなどの容器構造物等であってもよい。また、地下構造物の規模にもよるが、場合によっては地下構造物の構造体として鉄筋6の代わりにプレキャストブロック等を上記と同様の手法で架台5上に設置することも可能である。 Further, in the present embodiment, an example of constructing a deep foundation pile as an underground structure has been described, but the underground structure is not limited to the deep foundation pile, and may be, for example, a container structure such as a tank. Further, depending on the scale of the underground structure, in some cases, it is possible to install a precast block or the like as the structure of the underground structure on the gantry 5 by the same method as described above instead of the reinforcing bar 6.

以上、添付図面を参照して、本発明の好適な実施形態について説明したが、本発明は係る例に限定されない。当業者であれば、本願で開示した技術的思想の範疇内において、各種の変更例または修正例に想到し得ることは明らかであり、それらについても当然に本発明の技術的範囲に属するものと了解される。 Although the preferred embodiments of the present invention have been described above with reference to the accompanying drawings, the present invention is not limited to these examples. It is clear that a person skilled in the art can come up with various modified or modified examples within the scope of the technical idea disclosed in the present application, and these also naturally belong to the technical scope of the present invention. Understood.

1:山
2:横坑
3:レイズボーリングマシン
4:重機
5:架台
6:鉄筋
10、10a:深礎杭
12:グローリーホール
13:掘削孔
14:ガイドウォール
15:吊下装置
16:吊材
17:コンクリート
21:振動フィーダ
22:ベルトコンベア
51:出入口
53:防音材
54:照明装置
55:散水装置
56:集塵装置
121:鋼管
1: Mountain 2: Side pit 3: Raise boring machine 4: Heavy equipment 5: Frame 6: Reinforcing bar 10, 10a: Deep foundation pile 12: Glory hole 13: Drilling hole 14: Guide wall 15: Suspension device 16: Suspension material 17 : Concrete 21: Vibration feeder 22: Belt conveyor 51: Doorway 53: Soundproof material 54: Lighting device 55: Water sprinkler 56: Dust collector 121: Steel pipe

Claims (6)

地下構造物の構築方法であって、
地盤に横坑および前記横坑から上方に延びる掘削ずりの排出用の排出孔を構築する工程と、
前記排出孔を含む範囲の地盤を掘削し、掘削ずりを前記排出孔に投入して前記横坑から搬出する工程と、
前記地盤を所定深さまで掘削する途中において、掘削孔の平面位置で架台を吊設し、前記地下構造物の構造体を前記架台上に設置する工程と、
前記地盤を所定深さまで掘削した後に、前記架台を下降させて前記構造体を所定位置にセットする工程と、
を具備することを特徴とする地下構造物の構築方法。
It ’s a method of constructing underground structures.
The process of constructing a cloaca in the ground and a discharge hole for discharging excavated shavings extending upward from the cloaca, and
The process of excavating the ground in the range including the discharge hole, throwing the excavated scrap into the discharge hole, and carrying it out from the side shaft.
In the process of excavating the ground to a predetermined depth, a step of suspending a gantry at the plane position of the excavation hole and installing the structure of the underground structure on the gantry.
A step of excavating the ground to a predetermined depth and then lowering the gantry to set the structure in a predetermined position.
A method for constructing an underground structure, which is characterized by being provided with.
前記構造体は鉄筋であり、
前記鉄筋をセットした後、前記掘削孔にコンクリートを打設し、前記鉄筋および前記架台を前記コンクリートに埋設することを特徴とする請求項1記載の地下構造物の構築方法。
The structure is a reinforcing bar and
The method for constructing an underground structure according to claim 1, wherein after setting the reinforcing bar, concrete is placed in the excavation hole and the reinforcing bar and the gantry are embedded in the concrete.
前記地下構造物は深礎杭であることを特徴とする請求項2に記載の地下構造物の構築方法。 The method for constructing an underground structure according to claim 2, wherein the underground structure is a deep foundation pile. 前記架台を、前記地盤の掘削の進行に応じて吊り降ろすことを特徴とする請求項1から請求項3のいずれかに記載の地下構造物の構築方法。 The method for constructing an underground structure according to any one of claims 1 to 3, wherein the gantry is suspended according to the progress of excavation of the ground. 前記架台を吊り降ろした後、前記構造体の上に新たな構造体を設置することを特徴とする請求項4記載の地下構造物の構築方法。 The method for constructing an underground structure according to claim 4, wherein a new structure is installed on the structure after the gantry is suspended. 前記横坑に、掘削ずりの搬出用のベルトコンベアを設置することを特徴とする請求項1から請求項5のいずれかに記載の地下構造物の構築方法。 The method for constructing an underground structure according to any one of claims 1 to 5, wherein a belt conveyor for carrying out excavated shavings is installed in the horizontal shaft.
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