JPH04309694A - Underground space construction method - Google Patents
Underground space construction methodInfo
- Publication number
- JPH04309694A JPH04309694A JP3099805A JP9980591A JPH04309694A JP H04309694 A JPH04309694 A JP H04309694A JP 3099805 A JP3099805 A JP 3099805A JP 9980591 A JP9980591 A JP 9980591A JP H04309694 A JPH04309694 A JP H04309694A
- Authority
- JP
- Japan
- Prior art keywords
- tunnels
- external
- underground space
- construct
- tunnel
- 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.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims description 36
- 239000012779 reinforcing material Substances 0.000 claims abstract 2
- 238000009412 basement excavation Methods 0.000 claims description 28
- 230000005641 tunneling Effects 0.000 claims description 5
- 238000000034 method Methods 0.000 description 12
- 229910000831 Steel Inorganic materials 0.000 description 9
- 239000010959 steel Substances 0.000 description 9
- 239000002689 soil Substances 0.000 description 8
- 239000000463 material Substances 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000007689 inspection Methods 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 238000009423 ventilation Methods 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000010802 sludge Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
Description
【０００１】0001
【産業上の利用分野】本発明は道路用トンネルや地下鉄
道用トンネル等の地下空間体の構築工法に関するもので
あり、特に地下鉄の駅部のようにトンネル断面を一般部
分より拡張する必要がある場合に好適な地下空間体の構
築工法に関するものである。[Industrial Field of Application] The present invention relates to a construction method for underground space bodies such as road tunnels and subway tunnels, and in particular, it is necessary to expand the cross section of the tunnel from the general area, such as in subway station areas. The present invention relates to a method for constructing an underground space body suitable for the following cases.
【０００２】0002
【従来の技術】一般に、市街地の地下に構築される道路
用トンネル及び地下鉄道用トンネル等の地下空間体、特
に大断面を必要とする駅部等の構築は、開削工法で行わ
れていた。2. Description of the Related Art In general, underground space structures such as road tunnels and subway tunnels that are constructed underground in urban areas, especially station areas that require large cross sections, have been constructed using the cut-and-cover method.
【０００３】しかし、この開削工法は施工工程が多いば
かりでなく、夜間作業が多いため工期の長期化と工費の
増大を招き、特に近年における熟練作業者の不足はその
実施を益々困難なものとしている。さらに、この開削工
法は地盤沈下、騒音、振動等が発生するため周辺への影
響が非常に大きいという問題があった。[0003] However, this cut-and-cut construction method not only requires many construction steps, but also involves a lot of nighttime work, which leads to longer construction periods and increased construction costs.In particular, the shortage of skilled workers in recent years has made it increasingly difficult to implement. There is. Furthermore, this open-cut construction method has the problem of causing ground subsidence, noise, vibration, etc., which has a very large impact on the surrounding area.
【０００４】そこで最近は、このような開削工法にかわ
ってシールド工法が実施されるようになっているが、そ
の中でも特に大断面を必要とする駅部等の構築は、図１
３に示すようなルーフシールド工法やかんざし桁工法に
よって行われたり、或は円形多連シールド工法も提案さ
れている。[0004]Recently, shield construction methods have been implemented in place of such open cut construction methods, but among these, the construction of station areas that require particularly large cross sections is the method shown in Figure 1.
The roof shield construction method, the hairpin girder construction method as shown in 3, and the circular multiple shield construction method have also been proposed.
【０００５】前記ルーフシールド工法は、適宜間隔をも
って並列に掘削したトンネル２０間に、半円状のセグメ
ント３０を架け渡してルーフを形成するものであり、ま
た、かんざし桁工法は適宜間隔をもって掘削したトンネ
ル２０間に、かんざし桁４０を架け渡すものである。さ
らに、円形多連シールド工法は円形のトンネルを複数連
接するものである。[0005] In the roof shield construction method, a semicircular segment 30 is spanned between 20 tunnels excavated in parallel at appropriate intervals to form a roof, and in the hairpin girder construction method, tunnels are excavated at appropriate intervals. A hairpin girder 40 is spanned between the tunnels 20. Furthermore, the circular multiple shield construction method connects multiple circular tunnels.
【０００６】[0006]
【発明が解決しようとする課題】しかし、上記のルーフ
シールド工法及びかんざし桁工法は並列状に掘削したト
ンネルの覆工を部分的に破壊して構築するため、固化工
法や凍結工法等で周辺地山を広範囲に渡って改良しなけ
ればならず、工費の増大及び工期の長期化を招き、かつ
安全性も低いという問題があった。[Problems to be Solved by the Invention] However, since the roof shield construction method and the hairpin girder construction method described above are constructed by partially destroying the lining of tunnels excavated in parallel, the surrounding area is affected by the solidification method or freezing method. The problem was that the mountain had to be improved over a wide area, leading to increased construction costs and a longer construction period, as well as low safety.
【０００７】また、円形多連シールド工法は、セグメン
トの形状が複雑で重量が大きく構築が困難であり、しか
も全断面掘削を前提とするので、シールド掘進機の掘削
土砂の排出などのために大規模な地上設備を必要とし、
工費がかさむとと共に工事用地が確保しがたいという問
題があった。特に、駅部のように２００ｍ〜３００ｍ程
度の拡幅が必要な部分では投資効率が非常に悪く、社会
的なニーズに応えることが出来なかった。[0007] In addition, the circular multiple shield construction method has complicated segment shapes, is heavy, and is difficult to construct. Furthermore, since it requires excavation of the entire section, it takes a large amount of time to discharge excavated earth and sand by the shield excavation machine. Requires large-scale ground equipment,
There were problems in that construction costs were high and it was difficult to secure land for construction. In particular, investment efficiency was extremely poor in areas such as station areas that required widening of approximately 200m to 300m, and it was not possible to meet social needs.
【０００８】本発明は上記のような問題点に鑑みてなさ
れたものであり、その目的は、大断面の道路用トンネル
や地下鉄道用トンネル等の地下空間体を、低コストでか
つ容易に構築できる地下空間体の構築工法を提供するこ
とである。The present invention has been made in view of the above-mentioned problems, and its purpose is to easily construct underground space bodies such as large-section road tunnels and subway tunnels at low cost. The purpose of the present invention is to provide a method for constructing an underground space body.
【０００９】[0009]
【課題を解決するための手段】以上の課題を達成するた
めの本発明の地下空間体の構築工法は、地盤中に適宜間
隔をもって構築された複数の立坑間に地下空間体を構築
する工法であって、前記立坑間にシールド掘進機を複数
連接せしめた掘進装置を用いて長方形断面の外部トンネ
ルを適宜間隔を開けて構築し、外部トンネル間の地山を
掘削して外部トンネル相互を無端状に連結・一体化した
外部構造体を構築し、該外部構造体の内側地山を掘削・
覆工して内部トンネルを構築したことを特徴とする構成
にすることである。[Means for Solving the Problems] The method for constructing an underground space body of the present invention to achieve the above-mentioned problems is a method of constructing an underground space body between a plurality of vertical shafts built at appropriate intervals in the ground. Therefore, external tunnels with rectangular cross sections are constructed at appropriate intervals between the vertical shafts using an excavation device in which a plurality of shield tunneling machines are connected, and the ground between the external tunnels is excavated to make the external tunnels mutually endless. Build an external structure that is connected and integrated with the
The structure is characterized by an internal tunnel constructed by lining the tunnel.
【００１０】0010
【作用】而して、上記構成によれば、矩形状のシールド
掘進機を複数連接した掘進装置により長方形状断面の外
部トンネルを適宜間隔を開けて構築することにより、排
土量の低減を図ることができる。したがって、地上設備
をそれほど大規模にすることなく、長方形状断面の外部
トンネルを迅速に構築することができ、任意の断面形状
・寸法を有する外部構造体の構築を可能とする。[Operation] According to the above configuration, the amount of earth removed is reduced by constructing an external tunnel with a rectangular cross section at appropriate intervals using an excavation device in which a plurality of rectangular shield excavators are connected. be able to. Therefore, an external tunnel with a rectangular cross section can be quickly constructed without increasing the scale of above-ground facilities, and an external structure having an arbitrary cross-sectional shape and size can be constructed.
【００１１】また、外部トンネル相互を連結して一体の
外部構造体を構築することにより、該外部構造体で荷重
の負担及び止水をすることができるので、外部構造体の
内側を安全でドライな状態で掘削することができ、また
掘削後の空間を覆工することによって内部トンネルを地
下空間体として利用することが可能となる。[0011] Furthermore, by connecting the external tunnels to construct an integrated external structure, the external structure can bear the load and stop water, so the inside of the external structure can be kept safe and dry. By lining the excavated space, the internal tunnel can be used as an underground space.
【００１２】また、外部構造体の内側の掘削残土を各外
部トンネル内を通じて排出すると共に、該掘削残土を各
外部トンネルの内部構築に有効利用することができるの
で、作業性及び施工性の向上を図ることができる。さら
に、外部トンネルの構築間隔を変えたり、或は覆工用セ
グメントの形状を適宜変更することにより地下空間体を
容易に拡大・縮小することができる。[0012] In addition, the excavated soil inside the external structure can be discharged through each external tunnel, and the excavated residual soil can be effectively used for the internal construction of each external tunnel, so that workability and construction efficiency can be improved. can be achieved. Furthermore, the underground space body can be easily enlarged or reduced by changing the construction interval of the external tunnel or by appropriately changing the shape of the lining segment.
【００１３】[0013]
【実施例】以下、本発明の地下空間体の構築工法の一実
施例を図面に基づいて詳細に説明する。図２は掘削工程
を示した説明図、図３は掘削順序を示した平面図、図４
〜図８は本発明の地下空間体の構築工法を示した横断面
図である。DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the method for constructing an underground space body according to the present invention will be described in detail below with reference to the drawings. Figure 2 is an explanatory diagram showing the excavation process, Figure 3 is a plan view showing the excavation order, and Figure 4.
~FIG. 8 is a cross-sectional view showing the construction method of the underground space body of the present invention.
【００１４】本発明の地下空間体Ａは地中Ｂに所定間隔
をもって掘削した立坑１、２間に、矩形状シールド掘進
機４ａを複数連接した掘進装置４により、長方形状の外
部トンネル３ａを適宜間隔を開けて構築し、これら外部
トンネル３ａ間の地山を掘削して該外部トンネル３ａを
相互に連結・一体化して無端状の外部構造体３を構築す
ると共に、該外部構造体３の内部に内部トンネル１２を
掘削・覆工して構築するものである。In the underground space body A of the present invention, a rectangular external tunnel 3a is suitably formed between vertical shafts 1 and 2 which are excavated underground B at a predetermined interval, by an excavation device 4 having a plurality of rectangular shield excavators 4a connected together. The external tunnels 3a are constructed at intervals, and the ground between these external tunnels 3a is excavated to connect and integrate the external tunnels 3a with each other to construct an endless external structure 3. The internal tunnel 12 will be excavated and lined.
【００１５】次に、前記外部構造体３の構築工法を図面
を用いて具体的に説明する。図２は合計１３本の外部ト
ンネル３ａの配置を示したものであり、図２中■、■、
■の３箇所は比較的小断面の矩形状シールド掘進機４ａ
を２台連接した掘進装置４を用いて施工すると共に、図
２中■の箇所は前記と同様に縦に３台連接した掘進装置
４を用いて施工する。Next, the construction method of the external structure 3 will be explained in detail with reference to the drawings. Figure 2 shows the arrangement of a total of 13 external tunnels 3a, and in Figure 2, ■, ■,
The three locations in ■ are rectangular shield excavators 4a with relatively small cross sections.
The excavation device 4 is constructed by using two connected excavation devices 4, and the portion marked with ■ in FIG. 2 is constructed using three excavation devices 4 connected vertically in the same manner as described above.
【００１６】この外部トンネル３ａの構築工法は、先ず
初めに、図２中の■−１、■−１、■−１、■−１の４
箇所を、図３の（１）に示すように立坑１側から立坑２
側へ向かって掘削して外部トンネル３ａを覆工する。次
に、図２中の■−２、■−２、■−２、■−２の４箇所
を、図３の（２）に示すように立坑２側から立坑１側へ
向かって掘削して外部トンネル３ａを覆工する。The method for constructing this external tunnel 3a is as follows:
The location is from the shaft 1 side to the shaft 2 side as shown in Figure 3 (1).
Excavate toward the side and line the external tunnel 3a. Next, excavate the four locations ■-2, ■-2, ■-2, and ■-2 in Figure 2 from the shaft 2 side to the shaft 1 side as shown in (2) of Figure 3. The external tunnel 3a is lined.
【００１７】次いで、図２中の■−３、■−３、■−３
の３箇所を、図３の（３）に示すように立坑１側から立
坑２側へ向かって掘削して外部トンネル３ａを覆工する
と共に、図２中の■−４、■−４の２箇所を図３の（４
）に示すように立坑２側から立坑１側へ向かって掘削し
て外部トンネル３ａを覆工することにより、長方形状断
面の外部トンネル３ａを適宜間隔を開けて地中に構築す
る（図４）。Next, ■-3, ■-3, ■-3 in FIG.
As shown in (3) in Figure 3, the external tunnel 3a is lined by excavating from the shaft 1 side to the shaft 2 side, and the The location is shown in Figure 3 (4
), by excavating from the shaft 2 side to the shaft 1 side and lining the external tunnel 3a, external tunnels 3a with a rectangular cross section are constructed underground at appropriate intervals (Figure 4). .
【００１８】この場合、比較的小断面の矩形状シールド
掘進機４ａを２〜３台連接した掘進装置４を用いている
ので、排土量を低減することができる。したがって、地
上設備も大規模にすることなく、施工性の向上を図るこ
とができる。In this case, since the excavation device 4 in which two or three rectangular shield excavators 4a of relatively small cross section are connected is used, the amount of earth removed can be reduced. Therefore, it is possible to improve the workability without increasing the scale of the ground equipment.
【００１９】また、これらの外部トンネル３ａは図９に
示すように、矩形状シールド掘進機４ａを２台連接した
掘進装置４で掘削孔５ａを掘削し、該掘削孔５ａ内に鋼
製のセグメント５を覆工すると共に、該鋼製セグメント
５と掘削孔５ａとの間にシールド掘進機４ａの裏込注入
管４ｂから豆砂利コンクリート等の裏込め材６を適宜厚
さ裏込注入して構築する。Furthermore, as shown in FIG. 9, these external tunnels 3a are constructed by excavating a bore hole 5a using an excavation device 4 which is made up of two rectangular shield excavators 4a connected together, and inserting a steel segment into the excavation hole 5a. At the same time, a suitable thickness of backfilling material 6 such as pea gravel concrete is injected between the steel segment 5 and the excavation hole 5a from the backfilling injection pipe 4b of the shield excavator 4a. do.
【００２０】この裏込め材６は鋼製セグメントの防錆も
するものであり、充填不足を解消するために十分な流動
化剤が添加されている。また、この外部トンネル３ａは
適宜大きさに区切って使用することもでき、かつ上記セ
グメント５は鋼製に限らず、コンクリート製のセグメン
トを用いることもできる。[0020] This backfilling material 6 also serves to prevent the steel segments from rusting, and a sufficient amount of fluidizing agent is added to eliminate insufficient filling. Further, this external tunnel 3a can be divided into appropriate sizes for use, and the segments 5 are not limited to steel, but can also be made of concrete.
【００２１】前記シールド掘進機４ａは図１０〜図１２
に示すように、矩形の機体１３前面に４つの掘削カッタ
７を設けて構成され、該シールド掘進機４をボルト接合
等により複数連接して掘進装置４を形成する。The shield tunneling machine 4a is shown in FIGS. 10 to 12.
As shown in the figure, four excavation cutters 7 are provided on the front surface of a rectangular body 13, and a plurality of shield excavation machines 4 are connected together by bolts or the like to form an excavation device 4.
【００２２】掘削カッタ７は機体１３の隔壁１３ａに突
出したギアケース１４の両側に設けた回転自在なドラム
カッタ７ａと、該ドラムカッタ７ａの間にドラムカッタ
７ａの回転軸１５に対して偏芯して設けた上下一対のリ
ングカッタ７ｂとにより構成され、これらドラムカッタ
７ａとリングカッタ７ｂとは連結ギア１６を介して連結
されることにより互いに同じ方向に回転する。The excavation cutter 7 has a rotatable drum cutter 7a provided on both sides of a gear case 14 protruding from a partition wall 13a of the machine body 13, and an eccentric shaft 15 of the drum cutter 7a between the drum cutter 7a and the drum cutter 7a. The drum cutter 7a and the ring cutter 7b are connected via a connecting gear 16 to rotate in the same direction.
【００２３】ドラムカッタ７ａはベベルギア１７ａ及び
その他各種のギア１７ｂを介して隔壁１３ａ背面のモー
タ１８と連結し、該モータ１８の駆動により回転して地
山を掘削し、該掘削残土は先端がドラムカッタ７ａの下
部に臨んだ排泥管１９により排出される。The drum cutter 7a is connected to a motor 18 on the back of the partition wall 13a through a bevel gear 17a and various other gears 17b, and is rotated by the drive of the motor 18 to excavate the ground. Sludge is discharged through a drainage pipe 19 facing the lower part of the cutter 7a.
【００２４】尚、本実施例では、同一形状・寸法の矩形
状シールド掘進機４ａを２〜３台連接した掘進装置４を
用いた場合について説明したが、これに限られるもので
はなく、地下空間体Ａの形状・寸法に応じて、形状・寸
法の異なる複数種類の矩形状シールド掘進機４ａを組合
せた掘進装置４を任意選択することもできる。また、矩
形状シールド掘進機４ａを複数連接することにより、単
一の場合に比べて地山掘削部分を減少させることができ
るので、外部構造体３の構築を容易にすることができる
。[0024] In this embodiment, a case has been described in which an excavation device 4 in which two or three rectangular shield excavators 4a of the same shape and size are connected is used, but the invention is not limited to this. Depending on the shape and dimensions of the body A, it is also possible to arbitrarily select an excavation device 4 that combines a plurality of types of rectangular shield excavators 4a with different shapes and dimensions. Furthermore, by connecting a plurality of rectangular shield excavators 4a, the amount of ground excavation can be reduced compared to when a single shield excavator 4a is used, so that the construction of the external structure 3 can be facilitated.
【００２５】次に、上記の方法により外部トンネル３ａ
を構築した後、各外部トンネル３ａ間を掘削して間隙部
３ｂを形成するが、地下水の湧水の恐れがある場合は、
ライムインジェクションパイプ等で外部トンネル３ａ間
の両側に薬液を注入して止水用の地盤改良を行う（図５
）。Next, the external tunnel 3a is constructed using the above method.
After constructing the outer tunnels, excavate between each external tunnel 3a to form a gap 3b, but if there is a risk of underground water springing,
Improving the ground to stop water by injecting chemical solution into both sides of the external tunnel 3a using a lime injection pipe, etc. (Figure 5)
).
【００２６】この掘削は鋼製セグメント５の一部を取り
外して形成した作業用開口部から人力により掘削し、そ
の掘削残土１０は外部トンネル３ａの排出口１０ａから
搬送車１１に積み込んで搬出する。また、この掘削は抜
きぼりとし、数箇所で並行して行うことにより、作業が
一箇所に集中しないように注意する。This excavation is carried out manually through a working opening formed by removing a part of the steel segment 5, and the excavated soil 10 is loaded onto a transport vehicle 11 and carried out from an outlet 10a of the external tunnel 3a. Also, be careful not to concentrate the work in one spot by doing this excavation in several locations in parallel.
【００２７】次に、この外部トンネル３ａ間の掘削が終
了した後、鋼製セグメント５の適宜箇所に設けた挿入孔
に、ハイテンションボルトやＰＣ鋼線等の連結具８を挿
入して外部トンネル３ａ間に架け渡す（図６）。この場
合、間隔部３ｂが大きい箇所はＨ形鋼等の鋼材を溶接し
て連結することもできる。また、この継手部分は必要耐
力に応じて適切な部材を選定することができる。Next, after the excavation between the external tunnels 3a is completed, connecting devices 8 such as high tension bolts or PC steel wires are inserted into insertion holes provided at appropriate locations in the steel segments 5, and the external tunnels are closed. 3a (Figure 6). In this case, the portions where the spacing portion 3b is large may be connected by welding a steel material such as H-beam steel. Further, an appropriate member can be selected for this joint portion depending on the required proof strength.
【００２８】次に、外部トンネル３ａ間に連結具８を架
け渡した後、この間隙部３ｂにコンクリートＭを充填し
、該コンクリートＭが硬化したら前記連結具８を緊張し
てプレストレスを与えることにより、外部トンネル３ａ
同士を一体的に連結して外部構造体３を構築する（図７
）。Next, after the connector 8 is bridged between the external tunnels 3a, the gap 3b is filled with concrete M, and when the concrete M hardens, the connector 8 is tensed to apply prestress. Accordingly, the external tunnel 3a
The external structure 3 is constructed by integrally connecting them (Fig. 7
).
【００２９】このように、適宜間隔を開けて外部トンネ
ル３ａを構築した後、それらを連結・一体化して外部構
築体３を構築するので、多少の掘削誤差があっても所望
の形状・寸法を有する地下空間体Ａを構築することがで
きる。In this way, after constructing the external tunnels 3a at appropriate intervals, they are connected and integrated to construct the external structure 3, so even if there are some excavation errors, the desired shape and dimensions can be achieved. It is possible to construct an underground space body A having the following.
【００３０】次に、外部構造体３の内側地山を立坑１側
から立坑２側へかけてパワーショベルＰでオープン掘削
しつつ内面に内型枠９を組み立て、該内型枠９に鉄筋を
配筋すると共にコンクリートＭを打設して内部トンネル
１２を構築する（図８）。Next, while open excavating the inner ground of the external structure 3 from the shaft 1 side to the shaft 2 side with a power shovel P, an inner formwork 9 is assembled on the inner surface, and reinforcing bars are attached to the inner formwork 9. The inner tunnel 12 is constructed by placing reinforcement and pouring concrete M (Fig. 8).
【００３１】また、内部トンネル１４内を掘削するとき
の掘削残土１０は外部トンネル３ａ内を通じて外部に搬
出するが、この掘削残土１０に固化材を混合し、それを
外部トンネル３ａ内に埋戻して点検通路や換気孔等を形
成することも可能である。[0031]Also, the excavated soil 10 when excavating the inside tunnel 14 is carried outside through the external tunnel 3a, but a solidifying material is mixed with this excavated residual soil 10 and it is backfilled into the external tunnel 3a. It is also possible to form inspection passages, ventilation holes, etc.
【００３２】[0032]
【発明の効果】本発明は任意の形状・寸法を有する道路
用トンネルや地下鉄道用トンネル等の地下空間体を、低
コストでかつ容易に構築することができ、しかも地下空
間体の形状・寸法に応じて比較的小断面のシールド掘進
機を連接して用いるので、排土量の低減と工期の短縮を
図ることができる。Effects of the Invention The present invention makes it possible to easily construct underground space bodies such as road tunnels and subway tunnels having arbitrary shapes and dimensions at a low cost. Since shield tunneling machines with relatively small cross-sections are used in conjunction with each other according to the requirements, it is possible to reduce the amount of soil removed and shorten the construction period.
【００３３】外部構造体の内側を安全にオープン掘削す
ることができると共に、その掘削残土を外部トンネル内
を通じて搬出できるので、作業性及び施工性の向上を図
ることができる。[0033] Since the inside of the external structure can be safely excavated in the open and the excavated soil can be carried out through the external tunnel, workability and construction efficiency can be improved.
【００３４】内部トンネルの構築後に、外部構造体を点
検通路、換気孔、排水孔等に有効利用することができ、
かつ掘削残土の処分にも利用することができる。After constructing the internal tunnel, the external structure can be effectively used as an inspection passage, ventilation hole, drainage hole, etc.
It can also be used to dispose of excavated soil.
【００３５】[0035]
【図１】地下空間体の構築工法を示す縦断面図である。FIG. 1 is a vertical sectional view showing a construction method of an underground space body.
【図２】外部トンネルの構築順序を示す説明図である。FIG. 2 is an explanatory diagram showing the order in which external tunnels are constructed.
【図３】外部トンネルの構築順序を示す平面図である。FIG. 3 is a plan view showing the order in which external tunnels are constructed.
【図４】外部トンネルを適宜間隔を開けて構築した横断
面図である。FIG. 4 is a cross-sectional view of external tunnels constructed with appropriate spacing.
【図５】外部トンネル間に間隙部を設けた横断面図であ
る。FIG. 5 is a cross-sectional view showing a gap between external tunnels.
【図６】外部トンネルの間隙部に連結具を架け渡した断
面図である。FIG. 6 is a cross-sectional view of the connecting tool spanning the gap of the external tunnel.
【図７】外部トンネルの間隙部にコンクリートを打設し
た断面図である。FIG. 7 is a sectional view of concrete being poured into the gap of the external tunnel.
【図８】外部構造体の断面図である。FIG. 8 is a cross-sectional view of the external structure.
【図９】シールド掘進機の掘削状態を示した断面図であ
る。FIG. 9 is a sectional view showing the excavation state of the shield excavator.
【図１０】掘進装置の正面図である。FIG. 10 is a front view of the excavation device.
【図１１】シールド掘進機の断面図である。FIG. 11 is a sectional view of the shield tunneling machine.
【図１２】図１１のＹ−Ｙ線断面図である。FIG. 12 is a sectional view taken along the line Y-Y in FIG. 11;
【図１３】従来の地下空間体の構築工法の断面図である
。FIG. 13 is a sectional view of a conventional underground space body construction method.
Ａ 地下空間体 Ｂ 地盤 １、２ 立坑 ３ 外部構造体 ３ａ 外部トンネル １２ 内部トンネル A Underground space body B Ground 1, 2 Vertical shaft 3 External structure 3a External tunnel 12 Internal tunnel
Claims (2)
複数の立坑間に地下空間体を構築する工法であって、前
記立坑間にシールド掘進機を複数連接せしめた掘削装置
を用いて長方形断面の外部トンネルを適宜間隔を開けて
構築し、外部トンネル間の地山を掘削して外部トンネル
相互を無端状に連結・一体化した外部構造体を構築し、
該外部構造体の内側地山を掘削・覆工して内部トンネル
を構築したことを特徴とする地下空間体の構築工法。Claim 1: A construction method for constructing an underground space between a plurality of vertical shafts built at appropriate intervals in the ground, wherein an excavation device having a plurality of shield tunneling machines connected between the vertical shafts is used to construct an underground space body with a rectangular cross section. Construct external tunnels at appropriate intervals, excavate the ground between the external tunnels, and construct an external structure that connects and integrates the external tunnels in an endless manner.
A construction method for an underground space body, characterized in that an internal tunnel is constructed by excavating and lining the inner ground of the external structure.
材とするコンクリート構造体で連結・一体化されること
を特徴とする請求項１記載の地下空間体の構築工法。2. The construction method of an underground space body according to claim 1, wherein the external tunnels are connected and integrated with each other by a concrete structure using a connecting member as a reinforcing material.
Priority Applications (5)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP3099805A JPH0823266B2 (en) | 1991-04-05 | 1991-04-05 | Construction method of underground space |
| DE69212193T DE69212193T2 (en) | 1991-04-05 | 1992-04-03 | Method for producing an elongated underground large area of square or rectangular cross-section |
| EP92105799A EP0507331B1 (en) | 1991-04-05 | 1992-04-03 | Method of making a huge elongated space of square or rectangular cross section under the ground |
| US07/862,944 US5211507A (en) | 1991-04-05 | 1992-04-03 | Method of making a huge elongated space of square or rectangular cross section under the ground |
| AT92105799T ATE140512T1 (en) | 1991-04-05 | 1992-04-03 | METHOD FOR PRODUCING AN ELONGATED UNDERGROUND SPACE OF SQUARE OR RECTANGULAR CROSS SECTION |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP3099805A JPH0823266B2 (en) | 1991-04-05 | 1991-04-05 | Construction method of underground space |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH04309694A true JPH04309694A (en) | 1992-11-02 |
| JPH0823266B2 JPH0823266B2 (en) | 1996-03-06 |
Family
ID=14257090
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP3099805A Expired - Fee Related JPH0823266B2 (en) | 1991-04-05 | 1991-04-05 | Construction method of underground space |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0823266B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09317397A (en) * | 1996-05-29 | 1997-12-09 | Shimizu Corp | Large cross-sectional tunnel and constructing method thereof |
| JP2012117275A (en) * | 2010-11-30 | 2012-06-21 | Kumagai Gumi Co Ltd | Method for forming underground space in ground |
| CN104047621A (en) * | 2013-03-14 | 2014-09-17 | 上海市城市建设设计研究总院 | Construction method of cross aisle with high cross section under excavation conditions of basement with small clear distance at top |
| JP2019094697A (en) * | 2017-11-24 | 2019-06-20 | 株式会社Ｉｈｉ建材工業 | Construction method of large cross section tunnel and excavation device for large cross section tunnel |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6210398A (en) * | 1985-07-03 | 1987-01-19 | 日立建機株式会社 | Tunnel excavator |
| JPH02144499A (en) * | 1988-11-25 | 1990-06-04 | Taisei Corp | Construction of underground space |
-
1991
- 1991-04-05 JP JP3099805A patent/JPH0823266B2/en not_active Expired - Fee Related
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6210398A (en) * | 1985-07-03 | 1987-01-19 | 日立建機株式会社 | Tunnel excavator |
| JPH02144499A (en) * | 1988-11-25 | 1990-06-04 | Taisei Corp | Construction of underground space |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09317397A (en) * | 1996-05-29 | 1997-12-09 | Shimizu Corp | Large cross-sectional tunnel and constructing method thereof |
| JP2012117275A (en) * | 2010-11-30 | 2012-06-21 | Kumagai Gumi Co Ltd | Method for forming underground space in ground |
| CN104047621A (en) * | 2013-03-14 | 2014-09-17 | 上海市城市建设设计研究总院 | Construction method of cross aisle with high cross section under excavation conditions of basement with small clear distance at top |
| CN104047621B (en) * | 2013-03-14 | 2015-12-23 | 上海市城市建设设计研究总院 | Based on the maximum section of passenger flow adit construction method of top small interval basement excavation condition |
| JP2019094697A (en) * | 2017-11-24 | 2019-06-20 | 株式会社Ｉｈｉ建材工業 | Construction method of large cross section tunnel and excavation device for large cross section tunnel |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0823266B2 (en) | 1996-03-06 |
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