JP2003027885A - Construction method for underground tunnel and underground tunnel - Google Patents
Construction method for underground tunnel and underground tunnelInfo
- Publication number
- JP2003027885A JP2003027885A JP2001212228A JP2001212228A JP2003027885A JP 2003027885 A JP2003027885 A JP 2003027885A JP 2001212228 A JP2001212228 A JP 2001212228A JP 2001212228 A JP2001212228 A JP 2001212228A JP 2003027885 A JP2003027885 A JP 2003027885A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- ground
- continuous underground
- underground
- pile
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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- Bulkheads Adapted To Foundation Construction (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、地下トンネル工法
および地下トンネルに関する。TECHNICAL FIELD The present invention relates to an underground tunnel construction method and an underground tunnel.
【０００２】[0002]
【従来の技術】従来、地中に道路、鉄道、共同溝等のた
めのトンネルを築造する方法としては、開削工法または
シールド工法が、よく知られている。2. Description of the Related Art Conventionally, as a method of constructing a tunnel for a road, a railroad, a common ditch, etc. in the ground, an open-cut method or a shield method is well known.
【０００３】開削工法は、土留め壁を設置して掘進した
後、躯体を築造し、掘進土砂を埋め戻し、土留め壁を撤
去する工法である。The excavation method is a method in which an earth retaining wall is installed and excavated, then a skeleton is built, the excavated earth and sand are backfilled, and the earth retaining wall is removed.
【０００４】シールド工法は、立坑からトンネル断面よ
り少し大きいシールドと呼ばれる強固な筒型鋼殻を地山
に貫入し、シールドによって保護された空間のもとに、
掘進、覆工、裏込め注入、シールドの推進等の作業を繰
り返してトンネルを施工する工法である。In the shield method, a solid tubular steel shell called a shield, which is slightly larger than the tunnel cross section, penetrates into the ground from the vertical shaft, and under the space protected by the shield,
It is a construction method in which tunnels are constructed by repeating work such as excavation, lining, backfill injection, and shield promotion.
【０００５】[0005]
【発明が解決しようとする課題】しかしながら、開削工
法では、建設区域全面を路上から掘り進んでいくため、
土地利用を制限する必要があるので、環境負荷も大き
く、全沿道の住民に騒音、振動等の迷惑を及ぼしたり、
交通規制を頻繁に行う必要があった。また、地表の交通
等を維持しながら工事を行う場合には，掘削部上面を路
面覆工板で敷きつめておく必要があり、その工事費は多
大であった。トンネルが深く長い程、掘削土量が増加
し、埋め戻しを行うまでの間、掘削土砂を仮置きする場
所が必要であり、また、地中に構造物が存在する場合に
は、切廻しや吊防護等の防護工法を行わねばならず、そ
れらの管理も大変であった。However, in the excavation method, since the entire construction area is dug from the road,
Since it is necessary to limit the use of land, the environmental load is large, causing noise and vibration to residents on all roadsides,
It was necessary to frequently regulate traffic. Further, when the construction is carried out while maintaining the traffic on the surface of the earth, it is necessary to cover the upper surface of the excavation part with the road surface lining plate, and the construction cost is large. The deeper and longer the tunnel is, the larger the amount of excavated soil becomes, and a place for temporarily placing excavated soil is required until the backfill is performed. It was necessary to implement protective construction methods such as hanging protection, and it was difficult to manage them.
【０００６】シールド工法では、シールド機は高価であ
り、断面の形状や大きさを変更しにくいという問題があ
る。また、施工済みのセグメントからシールド機の推進
反力を保持しながら掘進するため、ローリングやピッチ
ングが発生し、予定軸線からずれてしまい、トンネルの
進路にわずかな蛇行が発生する場合があった。また、掘
削するとヒーピングやボイリングが発生するような極め
て軟弱な地盤や、土被りが浅い場合には、施工が困難で
あったり、場合によっては、施工できないこともある。In the shield method, the shield machine is expensive and it is difficult to change the shape and size of the cross section. Further, since the excavation is carried out from the completed segment while maintaining the propulsive reaction force of the shield machine, rolling and pitching occur, which may deviate from the planned axis, and a slight meander may occur in the course of the tunnel. Further, if the soil is extremely soft such that heaping or boiling occurs when excavating, or if the soil cover is shallow, it may be difficult or impossible to construct.
【０００７】本発明の目的は、土地利用の制限が少な
く、多様な地盤状態に適用可能で、正確なトンネルを施
工できる地下トンネル工法および地下トンネルを提供す
ることである。[0007] An object of the present invention is to provide an underground tunnel method and an underground tunnel which have less land use restrictions, can be applied to various ground conditions, and can be used for accurate tunnel construction.
【０００８】[0008]
【課題を解決するための手段】上記の課題を解決するた
め、請求項１記載の発明は、地中に杭体（具体的には、
杭体１ａ）によって形成される連続地中壁（具体的に
は、連続地中壁１）を並列に施工する連続地中壁施工工
程と、前記連続地中壁施工工程によって並列に施工され
た前記連続地中壁の間を推進掘進して坑（具体的には、
坑４）を形成する掘進工程と、前記掘進工程によって形
成された坑の床面に床版（具体的には、床面セグメント
３）を形成する床面形成工程と、前記掘進工程によって
形成された坑の天井面に天版（具体的には、天井面セグ
メント２）を形成する天井面形成工程と、を含むことを
特徴とする地下トンネル工法。In order to solve the above-mentioned problems, the invention according to claim 1 has a pile body (specifically,
The continuous underground wall construction step of constructing the continuous underground wall (specifically, the continuous underground wall 1) formed by the pile body 1a) in parallel, and the continuous underground wall construction step performed in parallel by the continuous underground wall construction step. Propulsion digging between the continuous underground walls (specifically,
And a floor surface forming step of forming a floor slab (specifically, the floor surface segment 3) on the floor surface of the well formed by the excavation step, and the excavation step. And a ceiling surface forming step of forming a ceiling plate (specifically, the ceiling surface segment 2) on the ceiling surface of the mine.
【０００９】請求項１記載の発明によれば、掘進機を使
用してトンネル空間を形成する場合には、大規模な開削
を行わなくて済むため、埋め戻しが必要な掘削はほとん
ど発生せず、埋め戻しに使用する掘削土砂を仮置きする
場所を確保する必要がない。また、トンネル施工箇所以
外の地中、例えば、トンネル上部の地中に構造物が存在
する場合であっても、特別な防護工法を行う必要がな
い。従って、土地利用を制限する必要がなく、環境負荷
も小さい。また、特別な対策を実施することなく、地上
の交通等を維持しながら工事を行うことができるので、
対策にかかる工事費が削減できる上、交通規制を頻繁に
行う必要もない。連続地中壁を構成する杭体を圧入によ
って施工するものとすれば、全沿道の住民に騒音、振動
等の迷惑を及ぼすこともない。従って、地上への影響が
少ないため、ビル等が立ち並ぶ都心や、住宅街での施工
が可能である。また、連続地中壁は地上から高精度で施
工することが可能であるため、トンネルの進路に蛇行が
発生しにくく、高精度の地下トンネルを構築することが
できる。極めて軟弱な地盤であっても、杭の根入れ長を
十分長くすることにより、ヒーピングやボイリングの発
生を防止することができる。また、掘進機の選定によっ
ては、土被りの浅い場合であっても、施工が可能であ
る。According to the first aspect of the present invention, when the tunnel space is formed by using the excavator, a large-scale excavation is not required, so that excavation requiring backfilling hardly occurs. , It is not necessary to secure a place to temporarily store the excavated soil used for backfilling. Further, even when a structure exists in the ground other than the tunnel construction site, for example, in the ground above the tunnel, it is not necessary to perform a special protective construction method. Therefore, there is no need to limit land use and the environmental load is small. In addition, since it is possible to perform construction while maintaining traffic on the ground without implementing any special measures,
In addition to reducing construction costs for measures, there is no need for frequent traffic restrictions. If the piles that make up the continuous underground wall are constructed by press-fitting, there will be no annoyance such as noise or vibration to residents on all the roadsides. Therefore, since the influence on the ground is small, it is possible to perform construction in the center of the city where buildings are lined up or in a residential area. Further, since the continuous underground wall can be constructed with high accuracy from the ground, meandering is unlikely to occur in the course of the tunnel, and a highly accurate underground tunnel can be constructed. Even if the ground is extremely soft, it is possible to prevent the occurrence of healing and boiling by making the pile insertion length sufficiently long. Further, depending on the selection of the excavator, construction can be performed even if the soil cover is shallow.
【００１０】請求項２記載の発明は、地中に並列に施工
された連続地中壁（具体的には、連続地中壁１）を側壁
としたことを特徴とする地下トンネル。The invention according to claim 2 is an underground tunnel characterized in that a continuous underground wall (specifically, continuous underground wall 1) constructed in parallel in the ground is used as a side wall.
【００１１】請求項２記載の発明によれば、坑の形成工
程で使用された連続地中壁をそのままトンネルの側壁と
して使用するため、仮設工程や資材を必要とせず、安価
かつ短工期でトンネルを形成できる。According to the second aspect of the present invention, since the continuous underground wall used in the pit forming process is used as it is as the side wall of the tunnel, no temporary process or materials are required, and the tunnel is inexpensive and has a short construction period. Can be formed.
【００１２】請求項３記載の発明は、請求項１記載の地
下トンネル工法であって、前記掘進工程において、前記
連続地中壁施工工程において形成された両連続地中壁
（具体的には、連続地中壁１、１）に、掘進機の両側面
に設けられたジャッキ（具体的には、ジャッキ２２）を
押圧することにより推進反力を得る掘進機（具体的に
は、トンネル掘進機２０）を用いること、を特徴とす
る。The invention according to claim 3 is the underground tunnel construction method according to claim 1, wherein in the excavation step, both continuous underground walls formed in the continuous underground wall construction step (specifically, An excavator (specifically, a tunnel excavator) that obtains a propulsive reaction force by pressing jacks (specifically, jacks 22) provided on both sides of the excavator on the continuous underground walls 1, 1). 20) is used.
【００１３】請求項３記載の発明によれば、掘進機の両
側面に設けられたジャッキを連続地中壁に押しつけるこ
とにより、掘進機の推進反力を保持し、掘進機の外殻を
前進させて掘進していく。従って、地盤の地質が半固結
堆積層からなる軟岩（岩盤の固結度・密度が低く、脆
く、崩れ易い軟岩）の場合でも、掘進機の推進反力を十
分保持でき、掘削機を後退させることがないので既設の
トンネル床面、天井面および側壁の破壊を防止できる
上、坑内の安全も確保できる。また、既設の側壁から掘
進機の推進反力を得るため、掘進機のローリングやピッ
チングを防止することができる。According to the third aspect of the present invention, the jacks provided on both side surfaces of the excavator are pressed against the continuous underground wall to retain the propulsion reaction force of the excavator and to advance the outer shell of the excavator. Let me dig. Therefore, even if the ground is a soft rock composed of a semi-consolidated sedimentary layer (a soft rock that has a low degree of consolidation and density and is brittle and easily collapsed), the propulsion reaction force of the excavator can be sufficiently retained and the excavator is retracted. Since it does not occur, the existing tunnel floor surface, ceiling surface and side walls can be prevented from being destroyed, and the underground safety can be secured. Further, since the propulsion reaction force of the excavator is obtained from the existing side wall, rolling and pitching of the excavator can be prevented.
【００１４】[0014]
【発明の実施の形態】以下、図を参照して本発明を適用
した実施の形態について、詳細に説明する。BEST MODE FOR CARRYING OUT THE INVENTION Hereinafter, embodiments to which the present invention is applied will be described in detail with reference to the drawings.
【００１５】施工手順について説明する。まず、図１
（ａ）に示す様に、杭圧入引抜機１０の作業スペースを
確保するため、杭体１ａ（具体的には、Ｈ鋼矢板）の打
設位置周辺の土砂（即ち、掘削部６）を掘削除去する。
なお、ここで用いる杭圧入引抜機１０は、既に押し込ん
だ杭につかまり、その引抜抵抗力（反力）を利用しなが
ら、油圧を動力源に次の杭を静荷重で押し込んでいく、
圧入という原理に基づく、周知の機械である。The construction procedure will be described. First, Fig. 1
As shown in (a), in order to secure a working space for the pile press-in / pull-out machine 10, excavating the earth and sand (that is, the excavating portion 6) around the driving position of the pile body 1a (specifically, H steel sheet pile). Remove.
In addition, the pile press-fitting / pulling machine 10 used here is grasped by a pile that has already been pushed in, and while using the pulling-out resistance force (reaction force), the next pile is pushed in by static load using hydraulic pressure as a power source.
It is a well-known machine based on the principle of press fitting.
【００１６】次いで、杭圧入引抜機１０を用いて、杭体
１ａをトンネルの長さ方向に相互に隣接するように打設
する。なお、杭体１ａは、図１（ｂ）に示す様に、杭体
１ａの頭が地表面と同じ、または、地表面よりも低くな
るように打設する。ここで、杭体１ａの根入れ長λは、
図４に示す様に、トンネル底面から杭体１ａの先端まで
の長さとなるため、所要の支持力を得ることができるよ
う杭体１ａの長さを決定する必要がある。なお、トンネ
ルを施工する地盤が極めて軟弱な地盤であっても、杭の
根入れ長を十分長くすることにより、ヒーピングやボイ
リングの発生を防止することができる。また、本実施例
で使用のＨ鋼矢板１ａは、両側の外面に連結金具（不図
示）を有し、打設された一方のＨ鋼矢板１ａの連結金具
に、他方のＨ鋼矢板１ａの連結金具を咬み合わせた状態
で他方のＨ鋼矢板１ａを打設する。このようにして、隣
接したＨ鋼矢板１ａを相互に連結する。Then, the pile press-in / pull-out machine 10 is used to drive the piles 1a so as to be adjacent to each other in the length direction of the tunnel. As shown in FIG. 1 (b), the pile body 1a is driven so that the head of the pile body 1a is the same as the ground surface or lower than the ground surface. Here, the insertion length λ of the pile body 1a is
As shown in FIG. 4, since the length is from the bottom surface of the tunnel to the tip of the pile body 1a, it is necessary to determine the length of the pile body 1a so that a required supporting force can be obtained. Even if the ground on which the tunnel is constructed is extremely soft, it is possible to prevent the occurrence of healing and boiling by making the pile insertion length sufficiently long. Further, the H steel sheet pile 1a used in the present embodiment has connecting fittings (not shown) on both outer surfaces, and the connecting fitting of one H steel sheet pile 1a that has been cast is connected to the other H steel sheet pile 1a. The other H steel sheet pile 1a is driven in a state where the connecting fittings are engaged with each other. In this way, the adjacent H steel sheet piles 1a are connected to each other.
【００１７】次いで、図２に示す様に、先程打設して連
結されたＨ鋼矢板１ａを杭圧入引抜機１０の把持部１１
によって把持し、該Ｈ鋼矢板１ａに隣接するＨ鋼矢板１
ａの打設および連結を行う。Ｈ鋼矢板１ａを連結しなが
ら打設することによって、止水性を有する杭壁、即ち、
連続地中壁１が形成される。上記の工程によって、隣接
したＨ鋼矢板１ａが相互に連結されているため、杭圧入
引抜機１０は大きな反力を確保でき、連結されたＨ鋼矢
板１ａを新たなＨ鋼矢板１ａの打設時の反力として利用
することができる。従って、新たなＨ鋼矢板１ａの打設
を安定して行うことができる。Next, as shown in FIG. 2, the H steel sheet pile 1a, which has been cast and connected as described above, is gripped by the grip portion 11 of the pile press-fitting / pulling machine 10.
H steel sheet pile 1 which is gripped by and is adjacent to the H steel sheet pile 1a.
Place and connect a. By driving the H steel sheet piles 1a while connecting them, a pile wall having waterproofness, that is,
A continuous underground wall 1 is formed. Since the adjacent H steel sheet piles 1a are connected to each other by the above process, the pile press-fitting / pulling machine 10 can secure a large reaction force, and the connected H steel sheet pile 1a is placed into a new H steel sheet pile 1a. It can be used as a reaction force of time. Therefore, new H steel sheet pile 1a can be stably driven.
【００１８】先程施工した連続地中壁１０に対して平行
に、トンネルの幅員に応じた間隔を開けて、同様に杭体
１ａの打設および連結を行い、連続地中壁１を施工す
る。連続地中壁１の施工後、杭体１ａ周辺の掘削部６を
埋め戻し、地表面が面一になるようにする。なお、トン
ネルの上面の土地利用が制限されない場合には、杭体１
ａの杭頭が地表面から飛び出してもよいので、杭体１ａ
の打設位置周辺の土砂の掘削除去および埋め戻しを行わ
なくてもよい。The pile body 1a is similarly laid and connected in parallel to the continuous underground wall 10 constructed above at intervals corresponding to the width of the tunnel, and the continuous underground wall 1 is constructed. After the construction of the continuous underground wall 1, the excavated portion 6 around the pile body 1a is backfilled so that the ground surface becomes flush. If land use on the upper surface of the tunnel is not restricted, pile 1
Since the pile head of a may jump out from the ground surface, pile body 1a
There is no need to excavate and backfill the soil around the pouring position.
【００１９】次いで、図３に示す様に、連続地中壁１の
端部に立坑５を掘り、該立坑５からトンネル掘進機２０
を搬入して、トンネルを掘り進める。このとき、図４に
示す様に、トンネル掘進機２０の両側面に設けられたジ
ャッキ２２を両連続地中壁１に押しつけることにより、
トンネル掘進機１０の推進反力を保持し、トンネル掘進
機１０の外殻を前進させて掘進していく。従って、地盤
の地質が半固結堆積層からなる軟岩（岩盤の固結度・密
度が低く、脆く、崩れ易い軟岩）の場合でも、トンネル
掘進機１０の推進反力を十分保持でき、トンネル掘削機
１０を後退させることがないので両連続地中壁１、天井
面セグメント２、床面セグメント３の破壊を防止できる
上、坑４内の安全も確保できる。また、既設の側壁から
掘進機の推進反力を得るため、掘進機のローリングやピ
ッチングを防止することができる。Next, as shown in FIG. 3, a vertical shaft 5 is dug at the end of the continuous underground wall 1, and the tunnel excavator 20 is cut from the vertical shaft 5.
Bring in and dig a tunnel. At this time, as shown in FIG. 4, by pressing the jacks 22 provided on both sides of the tunnel machine 20 against the two continuous underground walls 1,
The propulsive reaction force of the tunnel machine 10 is held, and the outer shell of the tunnel machine 10 is advanced to dig. Therefore, even if the ground is a soft rock composed of a semi-consolidated sedimentary layer (soft rock with a low solidification / density of rock, which is brittle and easily collapsed), the propulsive reaction force of the tunnel machine 10 can be sufficiently retained, and tunnel excavation can be performed. Since the machine 10 is not retracted, the continuous underground wall 1, the ceiling surface segment 2, and the floor surface segment 3 can be prevented from being broken, and the safety inside the mine 4 can be secured. Further, since the propulsion reaction force of the excavator is obtained from the existing side wall, rolling and pitching of the excavator can be prevented.
【００２０】ここで、トンネル掘進機２０を用いてトン
ネルが掘り進められるため、トンネル上部の地中、即
ち、トンネルの土被り部分に、地下構造物がある場合に
も、該地下構造物に影響を与えることはない。Since the tunnel excavator 20 is used to excavate the tunnel, even if there is an underground structure in the ground above the tunnel, that is, in the overburden portion of the tunnel, the underground structure is affected. Never give.
【００２１】なお、本発明の地下トンネル工法で用いる
トンネル掘進機２０は、矩形のシールド機やオープンピ
ット工法で用いられるトンネル掘進機等、矩形断面のト
ンネルを施工できるものを用いることとする。また、ト
ンネル掘進機２０は、トンネル掘進機２０を構成するパ
ーツ毎に搬入してから、立坑５内で組み立てることとし
てもよい。The tunnel excavator 20 used in the underground tunnel method of the present invention is a rectangular shield machine or a tunnel excavator used in the open pit method, which can construct a tunnel having a rectangular cross section. Further, the tunnel excavator 20 may be assembled in the vertical shaft 5 after being loaded into each part of the tunnel excavator 20.
【００２２】次いで、トンネル掘進機２０により掘り進
められた坑内の床面に床面セグメント３を、天井面に天
井面セグメント２を設置し、セグメント同士の継ぎ目お
よび側壁（即ち、連続地中壁１）と天井面セグメント２
または床面セグメント３との継ぎ目の、接合および防水
処理を行い、トンネルを施工する。なお、掘進と各セグ
メントの組み立ては、交互に実施してもよいし、同時に
行ってもよい。Next, the floor surface segment 3 is installed on the floor surface in the mine excavated by the tunnel machine 20 and the ceiling surface segment 2 is installed on the ceiling surface, and the joints and side walls of the segments (that is, the continuous underground wall 1). ) And ceiling segment 2
Alternatively, a joint with the floor segment 3 is joined and waterproofed, and a tunnel is constructed. The excavation and the assembling of each segment may be performed alternately or simultaneously.
【００２３】なお、セグメントの組み立ては、トンネル
掘進機２０に設けられたセグメント取付装置（不図示）
によって行ってもよいし、トンネル掘進機２０に追随す
るセグメント取付装置（不図示）によって行ってもよ
い。また、トンネルの床面および天井面は、セグメント
の取付によらず、現場打ちのコンクリートにより施工す
ることとしてもよい。The segment is assembled by a segment attachment device (not shown) provided on the tunnel machine 20.
Alternatively, a segment mounting device (not shown) that follows the tunnel machine 20 may be used. Further, the floor surface and the ceiling surface of the tunnel may be constructed by concrete cast in place instead of mounting the segments.
【００２４】なお、本実施の形態においては、Ｈ鋼矢板
１ａにより連続地中壁１を形成することとしたが、天版
と床版取付用の継手等を予め取り付けた側壁専用の杭
や、鋼管杭、鋼矢板、鉄管矢板、ＰＣ壁体等、他の杭体
を用いてもよいし、杭体の打設は杭圧入引抜機１０に限
らず、アースオーガ等、他の杭打設機を用いてもよい。
また、隣接するＨ鋼矢板１ａの外面に設けられた連結金
具によって連結する代わりに、Ｈ鋼矢板１ａの内部の土
砂を取り除き、各Ｈ鋼矢板１ａの内部に中詰めコンクリ
ートを打設することにより、隣接したＨ鋼矢板を相互に
連結することとしてもよい。また、側壁はトンネル掘進
機によって坑を形成した後に、壁面にパネルを取り付け
る等の仕上げを行ってもよい。In the present embodiment, the continuous underground wall 1 is formed by the H steel sheet pile 1a. However, a side wall-only pile in which a joint for mounting the top plate and the floor slab is previously attached, Other pile bodies such as steel pipe piles, steel sheet piles, iron pipe sheet piles, and PC wall bodies may be used, and the pile body placement is not limited to the pile press-in / pull-out machine 10, and other pile placement machines such as earth augers. May be used.
Moreover, instead of connecting with the connecting metal fittings provided on the outer surface of the adjacent H steel sheet piles 1a, the earth and sand inside the H steel sheet piles 1a are removed, and the filling concrete is placed inside each H steel sheet pile 1a. The adjacent H steel sheet piles may be connected to each other. Further, the side wall may be finished by forming a pit by a tunnel machine and then attaching a panel to the wall surface.
【００２５】また、切羽の地盤を安定させるため、薬液
注入工法や凍結工法等の地山安定処理工法を併用して、
坑の掘削を行ってもよい。Further, in order to stabilize the ground of the face, a ground stabilization treatment method such as a chemical injection method or a freezing method is used in combination,
You may also excavate the mine.
【００２６】また、鉄道の軌道や高速道路等の高台に沿
った低地に、本発明の地下トンネル工法を用いたトンネ
ルを施工する場合には、低地と高台の高低差の分だけ高
台側の連続地中壁１を地上に露出するように施工すれ
ば、地上に露出した連続地中壁１が擁壁の役割を果たす
ため、法面を設ける必要がなく、トンネル上部の土地の
有効利用ができる。When constructing a tunnel using the underground tunnel construction method of the present invention in a lowland along a railroad track or a highland such as an expressway, the height difference between the lowland and the highland is continuous. If the underground wall 1 is constructed so as to be exposed above the ground, the continuous underground wall 1 exposed above the ground functions as a retaining wall, so there is no need to provide a slope, and the land above the tunnel can be effectively used. .
【００２７】[0027]
【発明の効果】以上のように、本発明によれば、掘進機
を使用してトンネル空間を形成する場合には、大規模な
開削を行わなくて済むため、埋め戻しが必要な掘削はほ
とんど発生せず、埋め戻しに使用する掘削土砂を仮置き
する場所を確保する必要がない。また、トンネル施工箇
所以外の地中、例えば、トンネル上部の地中に構造物が
存在する場合であっても、特別な防護工法を行う必要が
ない。従って、土地利用を制限する必要がなく、環境負
荷も小さい。また、特別な対策を実施することなく、地
上の交通等を維持しながら工事を行うことができるの
で、対策にかかる工事費が削減できる上、交通規制を頻
繁に行う必要もない。連続地中壁を構成する杭体を圧入
によって施工するものとすれば、全沿道の住民に騒音、
振動等の迷惑を及ぼすこともない。従って、地上への影
響が少ないため、ビル等が立ち並ぶ都心や、住宅街での
施工が可能である。また、連続地中壁は地上から高精度
で施工することが可能であるため、トンネルの進路に蛇
行が発生しにくく、高精度の地下トンネルを構築するこ
とができる。極めて軟弱な地盤であっても、杭の根入れ
長を十分長くすることにより、ヒーピングやボイリング
の発生を防止することができる。また、掘進機の選定に
よっては、土被りの浅い場合であっても、施工が可能で
ある。As described above, according to the present invention, when a tunnel space is formed by using an excavator, large-scale excavation is not required, and therefore, excavation that requires backfilling is almost impossible. It does not occur, and it is not necessary to secure a place to temporarily store the excavated soil used for backfilling. Further, even when a structure exists in the ground other than the tunnel construction site, for example, in the ground above the tunnel, it is not necessary to perform a special protective construction method. Therefore, there is no need to limit land use and the environmental load is small. Further, since the construction can be performed while maintaining the traffic on the ground without implementing any special measures, the construction cost for the measures can be reduced and the traffic regulation need not be frequently performed. If the piles that make up the continuous underground wall are to be constructed by press-fitting, noise will be
There is no annoyance such as vibration. Therefore, since the influence on the ground is small, it is possible to perform construction in the center of the city where buildings are lined up or in a residential area. Moreover, since the continuous underground wall can be constructed with high accuracy from the ground, it is possible to construct a highly accurate underground tunnel without causing meandering in the course of the tunnel. Even if the ground is extremely soft, it is possible to prevent the occurrence of healing and boiling by making the pile insertion length sufficiently long. Further, depending on the selection of the excavator, construction can be performed even if the soil cover is shallow.
【図１】圧入引抜機による鋼管杭圧入前後の地盤の様子
を説明する図。FIG. 1 is a diagram for explaining a state of the ground before and after press-fitting a steel pipe pile by a press-fitting / pulling machine.
【図２】住宅地における連続地中壁施工の様子を説明す
る図。FIG. 2 is a diagram illustrating a situation of continuous underground wall construction in a residential area.
【図３】トンネル掘進機によるトンネル施工の様子を説
明するトンネル縦断図。FIG. 3 is a tunnel vertical cross-sectional view illustrating a state of tunnel construction by a tunnel excavator.
【図４】トンネル掘進機のジャッキによる連続地中壁に
対する押圧を説明するトンネル横断図。FIG. 4 is a tunnel cross-sectional view illustrating pressing on a continuous underground wall by a jack of a tunnel excavator.
１ 連続地中壁 １ａ 杭体（Ｈ鋼矢板） λ 根入れ長 ２ 天井面セグメント ３ 床面セグメント ４ 坑 ５ 立坑 ６ 掘削部 ７ 埋め戻し部 １０ 杭圧入引抜機 １１ 把持部１１ ２０ トンネル掘進機２０ ２１ カッター部２１ ２２ ジャッキ １００ 住宅 1 continuous underground wall 1a pile (H steel sheet pile) λ rooting length 2 Ceiling surface segment 3 Floor segment 4 mines 5 shafts 6 excavation section 7 Backfill department 10 Pile press-in / pull-out machine 11 gripping part 11 20 tunnel machine 20 21 cutter 21 22 jack 100 houses
Claims (3)
を並列に施工する連続地中壁施工工程と、 前記連続地中壁施工工程によって並列に施工された前記
連続地中壁の間を推進掘進して坑を形成する掘進工程
と、 前記掘進工程によって形成された坑の床面に床版を形成
する床面形成工程と、 前記掘進工程によって形成された坑の天井面に天版を形
成する天井面形成工程と、 を含むことを特徴とする地下トンネル工法。1. A continuous underground wall construction step for constructing parallel continuous underground walls formed by piles in the ground in parallel, and a continuous underground wall construction step constructed in parallel by the continuous underground wall construction step. An excavation step of forming a mine by propelling the space between the pit, a floor surface forming step of forming a floor slab on the floor surface of the pit formed by the digging step, and a ceiling surface of the pit formed by the digging step. An underground tunnel construction method characterized by including a ceiling surface forming step for forming a plate.
としたことを特徴とする地下トンネル。2. An underground tunnel characterized in that a continuous underground wall constructed in parallel in the ground is used as a side wall.
て、 前記掘進工程において、前記連続地中壁施工工程におい
て形成された両連続地中壁に、掘進機の両側面に設けら
れたジャッキを押圧することにより推進反力を得る掘進
機を用いること、 を特徴とする地下トンネル工法。3. The underground tunnel construction method according to claim 1, wherein in the excavation step, jacks provided on both side surfaces of the excavator on both continuous underground walls formed in the continuous underground wall construction step. An underground tunnel method characterized by using an excavator to obtain a propulsion reaction force by pressing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001212228A JP2003027885A (en) | 2001-07-12 | 2001-07-12 | Construction method for underground tunnel and underground tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001212228A JP2003027885A (en) | 2001-07-12 | 2001-07-12 | Construction method for underground tunnel and underground tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2003027885A true JP2003027885A (en) | 2003-01-29 |
Family
ID=19047421
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2001212228A Pending JP2003027885A (en) | 2001-07-12 | 2001-07-12 | Construction method for underground tunnel and underground tunnel |
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| Country | Link |
|---|---|
| JP (1) | JP2003027885A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005273302A (en) * | 2004-03-25 | 2005-10-06 | Maeda Corp | Under path constructing method at intersection, and under path structure, as well as underground structure and method of constructing the same |
| JP6361007B1 (en) * | 2018-01-24 | 2018-07-25 | 有限会社久美川鉄工所 | Strong underground, ground, reinforcement, replenishment |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000136692A (en) * | 1998-10-30 | 2000-05-16 | Kumagai Gumi Co Ltd | Construction of tunnel for underground railway |
-
2001
- 2001-07-12 JP JP2001212228A patent/JP2003027885A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000136692A (en) * | 1998-10-30 | 2000-05-16 | Kumagai Gumi Co Ltd | Construction of tunnel for underground railway |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005273302A (en) * | 2004-03-25 | 2005-10-06 | Maeda Corp | Under path constructing method at intersection, and under path structure, as well as underground structure and method of constructing the same |
| JP6361007B1 (en) * | 2018-01-24 | 2018-07-25 | 有限会社久美川鉄工所 | Strong underground, ground, reinforcement, replenishment |
| JP2019127752A (en) * | 2018-01-24 | 2019-08-01 | 有限会社久美川鉄工所 | Rigidity by reinforcement and replenishment to underground and ground surface |
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