JPH0660554B2 - Ring shield method and ring shield, ring segment - Google Patents
Ring shield method and ring shield, ring segmentInfo
- Publication number
- JPH0660554B2 JPH0660554B2 JP61139842A JP13984286A JPH0660554B2 JP H0660554 B2 JPH0660554 B2 JP H0660554B2 JP 61139842 A JP61139842 A JP 61139842A JP 13984286 A JP13984286 A JP 13984286A JP H0660554 B2 JPH0660554 B2 JP H0660554B2
- Authority
- JP
- Japan
- Prior art keywords
- shield
- annular
- face
- annular shield
- segment
- 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.)
- Expired - Lifetime
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Description
【発明の詳細な説明】 （産業上の利用分野） 本発明は地中に巨大な空間を持つ構造物を構築する場合
に好適な環状シールド工法およびその工法に用いられる
環状シールド、環状セグメントに関する。Description: TECHNICAL FIELD The present invention relates to an annular shield construction method suitable for constructing a structure having a huge space in the ground, an annular shield and an annular segment used in the construction method.
（従来技術およびその問題点） 地中に巨大な空間を持つ構造物を構築する場合、一般に
大口径の掘削断面が得られる大型のシールド掘削機を用
いている。(Prior art and its problems) When constructing a structure having a huge space in the ground, a large shield excavator that can obtain a large diameter excavation cross section is generally used.
この場合、大口径になればなる程シールド掘削機自体が
大型となり、このシールド掘削機の回転型カツターの駆
動方式は一般的にセンターシヤフトタイプのものとなつ
ている。しかして、シールド掘削機が大口径となるとカ
ツターに作用する荷重が大きくなるため、その荷重に耐
えられるようカツタースポークやセンターシヤフト等と
太くしている。したがつて、シールド掘削機の自重が重
くなり、運搬、発進側立坑内へのセツテイングが大変で
あつた。In this case, the larger the diameter, the larger the shield excavator itself, and the drive system of the rotary cutter of this shield excavator is generally of the center shaft type. However, when the shield excavator has a large diameter, the load acting on the cutter becomes large, and therefore the cutter spoke, the center shaft, and the like are thickened so as to withstand the load. Therefore, the dead weight of the shield excavator became heavy, and it was difficult to carry and set it in the shaft on the starting side.
また、シールド掘削機のセンターシヤフトを支持する軸
受にも大きな負担がかかるためにそれに応じたものを用
いなければならないなど、シールド掘削機の各部も大型
化に対応した構成とする必要があり製造が煩雑であつ
た。In addition, since the bearing that supports the center shaft of the shield excavator also bears a heavy load, it is necessary to use a bearing corresponding to that, and it is necessary to configure each part of the shield excavator so that it can be made larger. It was complicated.
また、大型の回転型カツターを有するシールド掘削機を
用いて切羽や横坑の内周面などを安定させながら所定の
地点まで掘削していくことは容易なことではなく、特に
地盤が軟弱なものであるときは一挙に大口径の掘削断面
を掘削しつつ所定区間まで掘進作業をしていくことは工
期が長期化し、費用の増大を招いたり、多大の労力、技
術力などを要することがあつた。In addition, it is not easy to excavate to a predetermined point while stabilizing the inner face of a face or a side pit using a shield excavator having a large rotary cutter, especially if the ground is weak. In such a case, excavating a large-diameter excavation cross-section at a stroke and performing excavation work up to a predetermined section requires a long construction period, increases in costs, and requires a lot of labor and technical skill. It was
（問題点を解決するための手段） 本発明は上記の点に鑑み提案されたもので、その目的と
するところは、比較的大口径の環状の横坑を地中に構築
するようにし、地盤の安定化を図り得るようにしたこと
により、大口径の横坑の構築、ひいては巨大空間を持つ
構造物の構築を容易とした環状シールド工法およびその
工法に用いられる環状シールド、環状セグメントを提供
することにある。(Means for Solving Problems) The present invention has been proposed in view of the above points, and an object of the present invention is to construct an annular lateral shaft having a relatively large diameter in the ground. By providing a stable structure, it is possible to provide an annular shield construction method that facilitates the construction of a large-diameter side pit, and thus a structure with a huge space, and an annular shield and an annular segment used in that construction method. Especially.
（作用） 本発明は、要するに地中に比較的大口径の環状の横坑を
構築することにより、環状横坑の内側部分、つまり未掘
削の地山を安定させ、その部分の掘削を容易としたもの
である。(Operation) The present invention, in short, stabilizes the inner portion of the annular horizontal shaft, that is, the unexcavated ground, by constructing a relatively large-diameter annular horizontal shaft in the ground, and facilitates excavation of that portion. It was done.
（実施例１） 第１図は本発明装置の側断面図、第２図は同上の正面
図、第３図は本発明の工法によつて発進側立坑から到達
側立坑までの環状の横坑の構築状態を示す説明図であ
る。(Embodiment 1) FIG. 1 is a side sectional view of a device of the present invention, FIG. 2 is a front view of the same as above, and FIG. 3 is an annular side shaft from a starting shaft to a reaching shaft by the construction method of the present invention. It is explanatory drawing which shows the construction state.
しかして、この実施例は地山Ｇが比較的安定した中位の
硬さの粘土や地下水圧の小さい地盤などに適用される、
いわゆる手掘開放形の工法とその装置であり、以下、第
１図および第２図を参照しつつ先ずこの実施例の装置を
説明する。Then, this embodiment is applied to clay having a medium hardness, in which the ground G is relatively stable, and the ground having a small groundwater pressure.
This is a so-called manual excavation open type construction method and its apparatus, and hereinafter, the apparatus of this embodiment will be described with reference to FIGS. 1 and 2.
図中、１は横長の長円形環状断面を成す環状のシールド
である。この環状シールド１は長円形を呈し、かつ、例
えば鋼板にて成る外筒２と、この外筒２より小形であつ
て内側に配設され、かつ内部が中空状の内筒３とを備
え、この内筒３と外筒２との間は適宜に配設された継材
４によつて連結され、この環状シールド１を介して長円
形環状断面Ｌが形成される。In the figure, 1 is an annular shield having an oblong annular cross section that is oblong. The annular shield 1 has an oval shape, and includes an outer cylinder 2 made of, for example, a steel plate, and an inner cylinder 3 that is smaller than the outer cylinder 2 and is disposed inside and has a hollow inside. The inner cylinder 3 and the outer cylinder 2 are connected to each other by a joint member 4 which is appropriately arranged, and an oval annular cross section L is formed through the annular shield 1.
また、５は環状シールド１の前方部内に形成された切羽
室で、この切羽室５はシールド１の前方に面する切羽ａ
と、この刃口外筒2aの周面およびこれと対向する刃口内
筒3aの周面などによつて区画形成され、この切羽室５に
おいて人力および／もしくは機械力を介して切羽ａの掘
削作業が行なわれる。６は外筒２および内筒３の内周面
に突設されたフランジ状の壁体で、シールド後部外筒2b
およびシールド後部内筒3bに沿つて適数個配設された外
側のシールドジヤツキ７および内側のシールドジヤツキ
８の推力を環状シールド１に伝達するためのものであ
る。なお、環状シールド１の掘進時の各シールドジヤツ
キ７，８の反力は環状シールド１の形状と略対応してそ
の後方に組立てられたセグメント本体９の前端部によつ
て採られる。Reference numeral 5 denotes a face face chamber formed in the front part of the annular shield 1. The face face chamber 5 is a face face a facing the front side of the shield 1.
And the peripheral surface of the blade outer cylinder 2a and the peripheral surface of the blade inner cylinder 3a facing the outer peripheral surface of the blade mouth, and the like. In this face chamber 5, excavation work of the face a through human power and / or mechanical force is performed. Done. Reference numeral 6 denotes a flange-shaped wall body projectingly provided on the inner peripheral surfaces of the outer cylinder 2 and the inner cylinder 3, and the shield rear outer cylinder 2b.
Also, the thrust of the outer shield jack 7 and the inner shield jack 8 arranged in appropriate numbers along the shield rear inner cylinder 3b is transmitted to the annular shield 1. The reaction force of the shield jacks 7 and 8 during the excavation of the annular shield 1 is taken by the front end portion of the segment main body 9 which is assembled behind the annular shield 1 so as to substantially correspond to the shape of the annular shield 1.
このセグメント本体９はシールドジヤツキ７，８の直後
方に形成されたセグメント組立室10内において順次組立
てられるもので、例えば鉄筋コンクリートや鋼板等によ
り作られた外殻部材9a、内殻部材9bおよびそれらの間に
配設された支保材9cにより構成される。なお、これらの
外殻部材9a、内殻部材9b、支保材9cはそれぞれ適形状を
なす複数個のセグメントをボルト等で結合しながら組上
げて構成される。また、図示の実施例において支保材9c
は連続壁状であるが、設計強度上柱状あるいは有孔壁状
とすることも可能である。The segment main body 9 is sequentially assembled in a segment assembly chamber 10 formed immediately after the shield jacks 7 and 8, and includes, for example, an outer shell member 9a, an inner shell member 9b and those made of reinforced concrete or steel plate. It is composed of a supporting member 9c arranged between the two. The outer shell member 9a, the inner shell member 9b, and the supporting member 9c are constructed by assembling a plurality of segments each having an appropriate shape while being joined by bolts or the like. Also, in the illustrated embodiment, the support material 9c
Has a continuous wall shape, but may have a columnar shape or a perforated wall shape in view of design strength.
次に上記各図に加え第３図をも参照しつつ本発明の工法
について説明する。Next, the construction method of the present invention will be described with reference to FIG. 3 in addition to the above drawings.
地盤に予め構設された発進立坑Ｓから到達立坑Ｅに向か
つて環状シールド１が発進される。この場合、環状シー
ルド１は、地山Ｇの環状をなす切羽ａを入力そして／あ
るいは機械力により掘削し、同時に、その内部の後方で
組立てられたセグメントに掘進の反力が取られるととも
に、シールドジヤツキ７，８を作動せしめると環状シー
ルド１内に突設された壁体６に一端が当接されているの
で、環状シールド１は切羽側へ推進される。しかして、
環状シールド１のセグメント組立室10において複数個の
外殻部材9a、内殻部材9b、支保材9cなどで構成されるセ
グメント本体９がボルト等で組立てられ、すでに横坑Ｔ
を形成しているセグメント本体にボルト等で新たに組立
てられたセグメント本体９は接合されていく。そして、
セグメント本体９の組立完了後、切羽室５において、人
力および／もしくは機械力により地山Ｇの切羽ａの土砂
が掘削され、切羽室５よりセグメント本体９によつて構
築された横坑Ｔの後方の坑口へ、ベルトコンベア、ずり
トロツコ等の運搬手段（図示せず）により掘削土砂が排
出される。これと同時にシールドジヤツキ７，８を作動
させ、適宜シールドジヤツキ７，８を伸長させ、組立て
られたセグメント本体９の前端部に反力を取ることによ
つて長円形の環状シールド１は切羽前方へ推進される。The annular shield 1 is started from the starting shaft S, which is pre-constructed on the ground, toward the reaching shaft E. In this case, the annular shield 1 excavates the annular cutting face a of the natural ground G by inputting and / or mechanical force, and at the same time, a reaction force of excavation is applied to the segment assembled in the rear inside thereof and the shield is When the jacks 7 and 8 are actuated, one end is in contact with the wall 6 projecting in the annular shield 1, so that the annular shield 1 is propelled to the face of the face. Then,
In the segment assembly chamber 10 of the annular shield 1, the segment main body 9 including a plurality of outer shell members 9a, inner shell members 9b, supporting members 9c, etc. is assembled with bolts or the like, and the horizontal shaft T
The segment body 9 newly assembled by a bolt or the like is joined to the segment body forming the. And
After the assembly of the segment body 9 is completed, the earth and sand of the face a of the natural ground G are excavated by the human power and / or the mechanical force in the face chamber 5, and the rear side of the horizontal shaft T constructed by the segment body 9 from the face chamber 5. The excavated earth and sand are discharged to the mine mouth by a conveyor (not shown) such as a belt conveyor and a sliding trolley. Simultaneously with this, the shield jacks 7 and 8 are actuated, the shield jacks 7 and 8 are appropriately extended, and a reaction force is applied to the front end portion of the assembled segment main body 9 so that the oval annular shield 1 has a cutting face. It is propelled forward.
なお、環状シールド１において、内側のシールドジヤツ
キ８については、例えば地山が軟弱な場合であつて推力
がそれ程必要ない場合、必ずしも設けなくても良い。ま
た、外側のジヤツキ７と内側のジヤツキ８が必ずしも同
数個必要である必要はない。In the annular shield 1, the inner shield jack 8 is not necessarily provided, for example, when the ground is soft and thrust is not so required. Further, it is not necessary that the outer jacks 7 and the inner jacks 8 be the same in number.
当該シールド１の掘進において、地山Ｇはこの環状シー
ルド１の切羽断面部Ｌ（環状断面部）の部分の地山が先
行して掘削され、長円形環状内部分、つまり未掘削の地
山Ｇ１は未掘削のままとし、長円形の環状シールド１が
掘進されていく。In the excavation of the shield 1, the ground G is excavated first by the ground of the face cross-section L (annular cross-section) of the annular shield 1, and the inner portion of the oval ring, that is, the unexcavated ground G No. 1 remains unexcavated, and the oval annular shield 1 is excavated.
このようにして地山Ｇに構設された発進立坑Ｓより発進
した環状シールド１は上記の工程を繰り返して到達立坑
Ｅへ到達する。この過程で、第３図に示すように、発進
立坑Ｓから到達立坑Ｅ間に長円形環状の横坑Ｔが構築さ
れる。In this way, the annular shield 1 which has started from the starting shaft S constructed in the natural ground G reaches the reaching shaft E by repeating the above steps. In this process, as shown in FIG. 3, an oval annular horizontal shaft T is constructed between the starting shaft S and the reaching shaft E.
そして、必要に応じ横坑Ｔの未掘削の内側部分の地山Ｇ
１を在来の適当な方法および装置を用いて掘削すれば良
い。この場合において、地山Ｇ１の部分はすでに構築さ
れた長円形環状の横坑Ｔの内側にあるため、その地山Ｇ
１の掘削時に地山Ｇ全体の崩壊は生じないので安全に掘
削できる。And, if necessary, the ground G of the unexcavated inner part of the side pit T
1 may be excavated using any suitable conventional method and equipment. In this case, since the portion of the natural ground G 1 is inside the already constructed oval-shaped lateral shaft T, the natural ground G 1
Since the collapse of the whole natural ground G does not occur during the excavation of No. 1 , it is possible to excavate safely.
この際、地山Ｇ１の掘削に先立ち、長円形環状トンネル
Ｔの内部を所要の強度の鉄筋コンクリート構造物などで
補強しても良い。なお、地山Ｇ１に地下水が豊富に有る
などして地山Ｇ１の掘削に支障をきたすような場合、例
えば第３図に示すように予めパイプ11を未掘削の地山Ｇ
１内に圧入しバキユームポンプ12により地山Ｇ１内の地
下水を抜いて地山Ｇ１を安定化することが必要であり、
また、必要により地山Ｇ１内に薬液注入を行い地盤改良
を図り、安全に掘削を行う場合もある。更に、地山Ｇ１
の掘削に伴い圧気を使用する場合もある。At this time, the interior of the oval annular tunnel T may be reinforced with a reinforced concrete structure or the like having a required strength before excavating the natural ground G 1 . In addition, in the case where the excavation of the natural ground G 1 is hindered because the groundwater G 1 is rich in groundwater, for example, as shown in FIG.
It is necessary to stabilize the natural ground G 1 unplug by press fitting to Bakiyumuponpu 12 in one groundwater in natural ground G 1,
In addition, if necessary, a chemical solution may be injected into the natural ground G 1 to improve the ground, and excavation may be performed safely. Furthermore, the ground G 1
In some cases, compressed air is used for excavation.
このようにして、地山Ｇ１を掘削しセグメント本体９の
不用部分９′を除去すれば容易に巨大な地下空間13を構
築することができる。Thus, by excavating the natural ground G 1 and removing the unnecessary portion 9 ′ of the segment body 9, the huge underground space 13 can be easily constructed.
なお、上記において環状シールド１の形状は横長の長円
形に限られるものでなく、縦長としたり、あるいは他の
形状、例えば楕円形、馬てい形、多角形などの任意の形
状としても良いことは勿論である。また、推進工法とし
てシールドジヤツキ７，８を不用として他の推進手段に
代えることも可能である。In the above description, the shape of the annular shield 1 is not limited to a horizontally long oval, but may be vertically long or may have any other shape such as an ellipse, a horseshoe, or a polygon. Of course. Further, the shield jacks 7 and 8 may not be used as the propulsion method, and may be replaced with other propulsion means.
第４図ないし第７図は本発明の第２実施例を示すもの
で、前述の実施例が手掘り式であつたのに対し、この実
施例では機械式とした点に特徴を有している。FIGS. 4 to 7 show a second embodiment of the present invention. In contrast to the hand-digging type of the above-mentioned embodiment, this embodiment is characterized in that it is of a mechanical type. There is.
すなわち、この実施例において環状シールド１は正面か
ら見た場合に小円形シールド1aを円弧の一部が互いに重
合した状態で全体として略円形に集合・配列して構成し
た形状となつている。そして、各小円形シールド1aの前
方部内には隔壁1bが設けられており、切羽ａと小円形シ
ールド1a内周面と隔壁1bとにより切羽室５が区画形成さ
れ、かつこの切羽室５に回転型カツター14が設けられて
いる。この回転型カツター14は前部に多数のビツト15が
突設されたスポーク状のカツタースポーク16を備え、こ
のカツタースポーク16は小円形シールド1aの略中央部で
あつてその軸方向に延びるセンターシヤフト17の先端部
に設けられ、このセンターシヤフト17は軸受け18を介し
隔壁1bに貫設され、かつ坑内側に設けられたモータ19お
よび歯車機構20等にてなる駆動装置によつて回転可能に
構成されている。That is, in this embodiment, the ring-shaped shield 1 has a shape in which the small circular shields 1a are assembled and arranged in a substantially circular shape as a whole in a state where some of the arcs overlap each other when viewed from the front. A partition wall 1b is provided in the front part of each small circular shield 1a, and a cutting face chamber 5 is defined by the cutting face a, the inner peripheral surface of the small circular shield 1a, and the partition wall 1b, and the cutting face chamber 5 rotates. A mold cutter 14 is provided. The rotary cutter 14 is provided with spoke-shaped cutter spokes 16 having a large number of bits 15 projecting from the front thereof, and the cutter spokes 16 extend in the substantially central portion of the small circular shield 1a in the axial direction thereof. The center shaft 17 is provided at the tip of the center shaft 17. The center shaft 17 is pierced through the partition wall 1b via a bearing 18 and can be rotated by a drive device including a motor 19 and a gear mechanism 20 provided inside the shaft. Is configured.
この場合、各小円形シールド1aにはそれぞれ回転型カツ
ター14が設けられているため、掘削時の荷重は個々に分
散されるので、カツタースポーク16やセンターシヤフト
17等は従前のように太くする必要はない。なお、各小円
形シールド1aにそれぞれ配設された隣接する回転型カツ
ター14の各カツタースポーク16相互は衝突しないよう小
円形シールド軸方向に齟齬する位置に設けられている。
しかしながら、例えばこれらの回転型カツター14が偶数
基であり、回転型カツター14間の中心配置距離および回
転型カツター14のスポークが適切な数、例えば２〜５本
程度に配置される場合、相隣る回転型カツター14を互い
に異方向へ同速度で回転させることにより、多数の回転
型カツター14が同一平面であつても良く、この場合、回
転型カツター14は互いに衝突することはなく、切羽ａを
掘削することができる。したがつて、このように構成す
ることも可能である。In this case, since each small circular shield 1a is provided with a rotary cutter 14, the load at the time of excavation is individually dispersed, so that the cutter spokes 16 and the center shaft are provided.
It is not necessary to thicken 17 mag like before. It should be noted that the cutter spokes 16 of the adjacent rotary cutters 14 arranged on the respective small circular shields 1a are provided at positions that deviate in the axial direction of the small circular shields so as not to collide with each other.
However, for example, when these rotary cutters 14 are even groups, and the center placement distance between the rotary cutters 14 and the number of spokes of the rotary cutters 14 are arranged in an appropriate number, for example, about 2 to 5, the adjacent ones are adjacent to each other. By rotating the rotating type cutters 14 in different directions at the same speed, a large number of rotating type cutters 14 may be on the same plane. In this case, the rotating type cutters 14 do not collide with each other and the cutting face a Can be drilled. Therefore, such a configuration is also possible.
なお、カツタースポーク16の後方には撹拌羽根21が必要
に応じ設けられる。また、センターシヤフト17内には粘
性付与材注入管17aが必要に応じ設けられ、この粘性付
与材注入管17aの先端部はセンターシヤフト17の先端部
において通常切羽ａに臨んで開口している。一方、粘性
付与材注入管17の後端にはスイベルジヨイント22および
注入管17bが接続されている。なお、粘性付与材注入管1
7aに分岐管（図示せず）を延設し、この分岐管をカツタ
ースポーク16の適箇所に開口させることも可能である。A stirring blade 21 is provided behind the cutter spoke 16 as required. A viscosity imparting material injection pipe 17a is provided in the center shaft 17 as needed, and the tip end of the viscosity imparting material injection pipe 17a is normally open at the tip end of the center shaft 17 so as to face the face a. On the other hand, a swivel joint 22 and an injection pipe 17b are connected to the rear end of the viscosity imparting material injection pipe 17. Note that the viscosity imparting material injection pipe 1
It is also possible to extend a branch pipe (not shown) in 7a and open this branch pipe at an appropriate position of the cutter spoke 16.
次にこの実施例の工法について説明する。Next, the construction method of this embodiment will be described.
切羽ａは駆動装置を動作させることにより各回転型カツ
ター14を介し掘削され、かつ掘削土砂は切羽室５内に取
込まれる。この過程で地山が、例えば水分を多量に含む
砂や砂礫層の場合、粘性付与材注入管17aを介し粘性付
与材が切羽および／もしくは切羽室５内に適量注入さ
れ、掘削土砂に粘性付与材が添加される。これは掘削土
砂を、切羽ａを押え切羽ａを安定させるものに変換する
目的で添加される。なお、粘性付与材としては、例えば
ベントナイト、ＣＭＣ、高分子吸水材、気泡材等が用い
られるが切羽ａを安定できれば他のものであつても良
い。しかして、切羽室５内において撹拌羽根21によつて
掘削土砂と粘性付与材とが撹拌・混合され、掘削土砂は
切羽を安定するに足る流動性に富む泥土ないしは泥状の
混合体に変換され、この混合体が切羽室５内に充満さ
れ、これに、例えばシールドジヤツキ23の推進などを介
し圧力を生ぜしめて切羽ａを押えて安定させながら環状
シールド１は掘進される。この掘進と共に、切羽ａを安
定させつつ隔壁1bに前端開口部が接続されたスクリユー
コンベヤや排出泥管等の排土装置24を制御しつつ適量の
混合体が外部に排出される。排土装置24がスクリユーコ
ンベヤの場合、環状シールド１の掘進速度に応じてその
回転速度を調節して制御することにより混合体の排土量
を調節し、切羽ａを押えるに好適な圧力が維持される。
この圧力は隔壁1bに適宜設けられた、例えば土圧計の如
き圧力計（図示せず）によつて検出される。The cutting face a is excavated through each rotary cutter 14 by operating the drive device, and the excavated earth and sand is taken into the face chamber 5. In this process, if the ground is, for example, sand or gravel layer containing a large amount of water, an appropriate amount of the viscosity imparting material is injected into the face and / or the face chamber 5 through the viscosity imparting material injection pipe 17a to impart the viscosity to the excavated earth and sand. Wood is added. This is added for the purpose of converting the excavated earth and sand into a material that holds the cutting face a and stabilizes the cutting face a. As the viscosity-imparting material, for example, bentonite, CMC, polymeric water-absorbing material, foam material, etc. are used, but other materials may be used as long as the face a can be stabilized. Then, the excavated earth and sand and the viscosity imparting material are agitated and mixed by the agitating blade 21 in the face chamber 5, and the excavated earth and sand is converted into a mud or a mixture of mud having a sufficient fluidity to stabilize the face. The mixture is filled in the face chamber 5, and the annular shield 1 is dug while the face face a is pressed and stabilized by generating a pressure through the propulsion of the shield jack 23 and the like. Along with this excavation, a suitable amount of the mixture is discharged to the outside while stabilizing the face a while controlling the soil discharging device 24 such as a screw conveyor or a discharge mud pipe whose front end opening is connected to the partition wall 1b. When the earth discharging device 24 is a screw conveyor, the earth discharging amount of the mixture is adjusted by adjusting and controlling the rotation speed of the annular shield 1 in accordance with the excavation speed of the annular shield 1, so that a suitable pressure for pressing the cutting face a is obtained. Maintained.
This pressure is detected by a pressure gauge (not shown) such as an earth pressure gauge, which is appropriately provided on the partition wall 1b.
なお、地山Ｇが非常に軟弱なシルトや軟い粘土層のとき
には粘性付与材の注入は不要の場合がある。また、撹拌
羽根21も特に設ける必要がない場合もある。When the natural ground G is a very soft silt or a soft clay layer, it may not be necessary to inject the viscosity imparting material. In some cases, it is not necessary to provide the stirring blade 21 either.
しかして、環状シールド１の掘進に伴なつてその後方に
セグメント本体９が順次組立てられ、第７図に示すよう
に、環状シールド１の形状と略対応した環状の横坑Ｔが
構築される。Then, as the annular shield 1 is dug, the segment main bodies 9 are successively assembled behind the annular shield 1, and as shown in FIG. 7, an annular horizontal shaft T substantially corresponding to the shape of the annular shield 1 is constructed.
なお、小円形シールド1aを、例えば全体として楕円状に
なるように配列し、かつそれに応じて内部機構も構成し
て掘削を行えば楕円状の横坑を構築することができ、環
状の横坑の形状は任意に選定することが可能である。更
に特に図示はしないが、例えば掘削土質がシルト，粘土
層などの比較的軟弱な地層の場合、第４図の如くに、環
状シールド１が小円形シールド1aの円弧の一部が重なる
ようにして構成することの必要はなく、第２図の如き環
状断面の内部に、切羽掘削用の回転型カツターが適数個
設置するようにしても良い。この場合、回転型カツター
は、互いに第４図の回転型カツター14のようにそれぞれ
の掘削範囲を重ねるように配置することは必ずしも必要
としない。It should be noted that the small circular shield 1a is arranged, for example, so as to have an oval shape as a whole, and an internal mechanism can be configured accordingly to perform excavation to construct an oval lateral shaft. The shape of can be arbitrarily selected. Although not specifically shown, for example, when the excavated soil is a relatively soft stratum such as silt or clay layer, the circular shield 1 is made to overlap a part of the circular arc of the small circular shield 1a as shown in FIG. It is not necessary to configure the structure, and a suitable number of rotary cutters for face excavation may be installed inside the annular cross section as shown in FIG. In this case, the rotary cutters do not necessarily have to be arranged so that the respective excavation areas overlap with each other, unlike the rotary cutters 14 in FIG.
このようにして、環状シールド１の全掘進が終了の後、
あるいはこの環状シールド１の掘進と略併行して未掘削
部分の地山Ｇ１を適当な方法で掘削し、かつ第１実施例
のように不用なセグメントを除去すれば巨大な地下空間
を構築し得、地山が軟弱地盤な場合には従前に比べ極め
て作業性等が良い。In this way, after complete excavation of the annular shield 1,
Alternatively, a huge underground space can be constructed by excavating the unexcavated natural ground G 1 by an appropriate method in parallel with the excavation of the annular shield 1 and removing unnecessary segments as in the first embodiment. When the ground is soft, the workability is much better than before.
なお、上記各実施例においてセグメントを用いず、環状
シールドの後方で場所打のコンクリートを打設して、こ
のトンネル構造物にシールドジヤツキの反力をとり、環
状シールドを前進させる、いわゆる場所打シールド工法
を適用しても良いことは勿論である。Incidentally, in each of the above-mentioned examples, a cast-in-place concrete is placed behind the annular shield, the reaction force of the shield jack is applied to this tunnel structure, and the annular shield is moved forward, so-called place-in-place. Of course, the shield method may be applied.
（発明の効果） 以上のように構成した本発明によれば次の効果を得るこ
とができる。(Effects of the Invention) According to the present invention configured as described above, the following effects can be obtained.
(イ)地中に巨大な空間を持つ構造物を構築する場合、本
発明においては先ず、所要断面の外周部分を、所定の断
面を持つ環状シールドで掘進し、環状のセグメントで横
坑を構築するので、環状の未掘削の地山を掘削する場
合、安全に簡易な方法で容易に掘削ができる。(B) When constructing a structure having a huge space in the ground, in the present invention, first, the outer peripheral portion of the required cross section is dug with an annular shield having a predetermined cross section, and a horizontal shaft is constructed with an annular segment. Therefore, when excavating the ring-shaped unexcavated ground, it is possible to excavate safely and easily by a simple method.
(ロ)また、上記(イ)に起因して従前のシールド掘削機を用
いて大断面の横坑を構築する場合に比べ工期が大巾に遅
れることがないため、経済的である。(B) Further, due to the above (a), the construction period is not significantly delayed as compared with the case of constructing a large-section lateral shaft using a conventional shield excavator, which is economical.
(ハ)トンネルの断面が大きい程、メリツトが大きい。(C) The larger the cross section of the tunnel, the greater the merits.
(ニ)環状断面の形状は略円形に限るものではなく、楕円
形、馬てい形、多角形などの任意の形状が可能であるの
で、地山に必要に応じた形状の大断面の横坑を構築する
場合に有利である。(D) The shape of the annular cross section is not limited to a substantially circular shape, but any shape such as an elliptical shape, a horsetail shape, or a polygonal shape is possible. Is advantageous when constructing.
(ホ)未掘削部分の地山の掘削については、例えば環状シ
ールドが発進立坑より充分長い距離掘進した後に、同地
山の掘削を併行に行うこともでき、作業性が良い。(E) Regarding the excavation of the unexcavated ground, for example, the annular shield can be excavated a distance sufficiently longer than the starting shaft, and then the excavation of the same ground can be performed in parallel, which is good workability.
(ヘ)また、周囲に既に環状のセグメントが組み込まれて
いるため、未掘削部分の掘削をする場合、特にシールド
掘削機を用いる必要がなく、手掘りや一般に地上等で用
いられている掘削装置等により容易に掘削することがで
きる。(F) In addition, since an annular segment has already been incorporated in the surrounding area, it is not necessary to use a shield excavator when excavating the unexcavated part, and it is an excavator that is used by hand or generally on the ground. It is possible to easily excavate.
なお、本発明の方法および装置は泥水加圧シールド、土
圧シールド、泥土加圧シールド、泥しようシールド等に
も適用し得る。The method and apparatus of the present invention can also be applied to a mud pressure shield, an earth pressure shield, a mud pressure shield, a mud soot shield and the like.
第１図ないし第３図は本発明の第１実施例で、第１図は
本発明装置の側断面図、第２図は同上の正面図、第３図
は横坑ないし地下空間の構築状態説明図、第４図ないし
第７図は本発明の第２実施例で、第４図は同上の装置の
正面図、第５図は同上の部分側面図、第６図は内部構造
を示す部分側断面図、第７図は構築された横坑の正面図
を示す。 １……環状シールド、２……外筒、３……内筒、４……
継材、9a……外殻部材、9b……内殻部材、9c……支保
材、Ｇ……地山、Ｇ１……未掘削の地山、Ｔ……横坑1 to 3 show a first embodiment of the present invention, FIG. 1 is a side sectional view of the device of the present invention, FIG. 2 is a front view of the same as above, and FIG. 3 is a construction state of a shaft or underground space. Explanatory views, FIGS. 4 to 7 show a second embodiment of the present invention, FIG. 4 is a front view of the same device, FIG. 5 is a partial side view of the same, and FIG. 6 is a part showing an internal structure. A side sectional view, FIG. 7 shows a front view of the constructed shaft. 1 ... Annular shield, 2 ... Outer cylinder, 3 ... Inner cylinder, 4 ...
Tsugizai, 9a ...... shell member, 9b ...... inner shell member, 9c ...... pre-supports, G ...... natural ground, G 1 ...... Not drilling natural ground, T ...... Adit
フロントページの続き (72)発明者 近藤 紀夫 東京都中央区新川１丁目24番４号 大豊建 設株式会社内 (56)参考文献 特開 昭60−238599（ＪＰ，Ａ)Continuation of the front page (72) Inventor Norio Kondo 1-24-4 Shinkawa, Chuo-ku, Tokyo Within Daitoyo Kensetsu Co., Ltd. (56) Reference JP-A-60-238599 (JP, A)
Claims (3)
ルド内には、切羽掘削部と、シールド推進装置と、シー
ルド後部に、セグメント組立部を有し、この環状シール
ドを地中に掘進せしめ、このセグメント組立部におい
て、外殻部材と内殻部材およびこれらの間隔を保持する
支保材より構成される環状セグメントを組立てて、地中
に環状横坑を構築し、この環状シールドの掘進が終了
後、あるいはその掘進と略平行して内側の未掘削部分を
掘削して大口径の横坑を構築することを特徴とした環状
シールド工法。1. An annular shield, in which an outer cylinder and an inner cylinder are integrally formed, has a face excavating portion, a shield propulsion device, and a segment assembly portion at a rear portion of the shield. In this segment assembly part, an annular segment composed of an outer shell member, an inner shell member and a supporting material that holds the interval between them is assembled to construct an annular horizontal shaft in the ground, and this annular shield An annular shield construction method characterized by constructing a large-diameter side shaft by excavating an unexcavated portion inside after the excavation is completed or substantially parallel to the excavation.
されて構成された環状シールドであって、前部には切羽
掘削部と内部にシールド推進装置と、後部に内筒と外筒
により形成されるセグメント組立部を有することを特徴
とする環状シールド。2. An annular shield composed of an outer cylinder and an inner cylinder integrally connected by a joint material, wherein a front face has a face excavating portion, a shield propulsion device inside, and an inner cylinder at a rear portion. An annular shield having a segment assembly portion formed by an outer cylinder.
方に組立てられ、かつ外殻部材、内殻部材およびそれら
の間に配設された支保材にて成ることを特徴とした環状
シールド工法における環状セグメント。3. An annular shield which is assembled to the rear of the annular shield, and which comprises an outer shell member, an inner shell member, and a support member arranged between them, corresponding to the shape of the annular shield. Ring segment in the construction method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP61139842A JPH0660554B2 (en) | 1986-06-16 | 1986-06-16 | Ring shield method and ring shield, ring segment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP61139842A JPH0660554B2 (en) | 1986-06-16 | 1986-06-16 | Ring shield method and ring shield, ring segment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS62296097A JPS62296097A (en) | 1987-12-23 |
| JPH0660554B2 true JPH0660554B2 (en) | 1994-08-10 |
Family
ID=15254783
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP61139842A Expired - Lifetime JPH0660554B2 (en) | 1986-06-16 | 1986-06-16 | Ring shield method and ring shield, ring segment |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0660554B2 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003293690A (en) * | 2003-05-15 | 2003-10-15 | Tobishima Corp | Large section shield excavating method |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2604623B2 (en) * | 1988-07-12 | 1997-04-30 | 株式会社間組 | Ring cut excavator |
| JP2604210B2 (en) * | 1988-10-18 | 1997-04-30 | 株式会社間組 | Construction method of underground large-scale spatial structure |
| JP2700261B2 (en) * | 1988-11-25 | 1998-01-19 | 大成建設株式会社 | How to build an underground space |
| JPH0786320B2 (en) * | 1990-04-11 | 1995-09-20 | 大成建設株式会社 | Construction method for large underground space |
| JPH04210183A (en) * | 1990-12-07 | 1992-07-31 | Tokimec Inc | Hume pipe |
| JPH0681584A (en) * | 1992-08-31 | 1994-03-22 | Kyowa Exeo Corp | Large section excavating construction method and shielded excavator |
| CN109441460A (en) * | 2018-11-22 | 2019-03-08 | 中铁第四勘察设计院集团有限公司 | A kind of novel shield machine and its method for tunnel construction |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60238599A (en) * | 1984-05-08 | 1985-11-27 | 株式会社小松製作所 | Enlarging shield drilling machine |
-
1986
- 1986-06-16 JP JP61139842A patent/JPH0660554B2/en not_active Expired - Lifetime
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003293690A (en) * | 2003-05-15 | 2003-10-15 | Tobishima Corp | Large section shield excavating method |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS62296097A (en) | 1987-12-23 |
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