JPH0237480B2 - - Google Patents
Info
- Publication number
- JPH0237480B2 JPH0237480B2 JP58177795A JP17779583A JPH0237480B2 JP H0237480 B2 JPH0237480 B2 JP H0237480B2 JP 58177795 A JP58177795 A JP 58177795A JP 17779583 A JP17779583 A JP 17779583A JP H0237480 B2 JPH0237480 B2 JP H0237480B2
- Authority
- JP
- Japan
- Prior art keywords
- concrete
- reinforcing bars
- lining
- shield
- assembling
- 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
- 230000003014 reinforcing effect Effects 0.000 claims description 63
- 238000000034 method Methods 0.000 claims description 19
- 238000010276 construction Methods 0.000 claims description 12
- 238000009412 basement excavation Methods 0.000 description 11
- 238000009415 formwork Methods 0.000 description 8
- 239000000463 material Substances 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 239000000835 fiber Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Landscapes
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Description
【発明の詳細な説明】
本発明は、シールドのテール内で直接覆工コン
クリートを打設し、これに推進ジヤツキの反力を
受け持たせて推進する場所打ちライニングシール
ド工法の覆工コンクリート内に鉄筋を組立てる鉄
筋組立方法に関するものである。Detailed Description of the Invention The present invention provides a cast-in-place lining shield construction method in which lining concrete is placed directly within the tail of the shield, and the lining concrete is propelled by receiving the reaction force of the propelling jack. This invention relates to a reinforcing bar assembly method for assembling reinforcing bars.
場所打ちライニングシールド工法は、 (1) 高価なセグメントを使用しない。 The cast-in-place lining shield method is (1) Avoid using expensive segments.
(2) 二次覆工を省略できる。(2) Secondary lining can be omitted.
(3) 裏込注入を必要としない。(3) No backfill injection is required.
(4) シールド掘削径をセグメント厚相当分小さく
できるため推進機の重量を軽くして安価に製作
できると共に掘削土砂量が減少するので掘削に
要する設備費を節減できる。(4) Since the shield excavation diameter can be made smaller by the same amount as the segment thickness, the weight of the propulsion machine can be reduced and it can be manufactured at low cost, and the amount of excavated earth and sand is reduced, so the equipment cost required for excavation can be reduced.
等の特徴がある半面シールドのテール内で鉄筋の
組立、型枠の取付、コンクリートの打設を行なう
ため、セグメントの組立時間と比較して倍以上の
時間を要し、セグメントを使用するシールド工法
と比較すると、推進速度がおそくなる問題があつ
た。As the reinforcing bars are assembled, the formwork is installed, and the concrete is poured within the tail of the half-shield, which has the following characteristics, it takes more than twice the time to assemble the segments. There was a problem with the propulsion speed being slow compared to the previous model.
上記の鉄筋組立、型枠取付、コンクリート打設
に要する時間を比較すると鉄筋組立に要する時間
はテール内作業時間の50％以上を占めており、例
えば掘削径3.0ｍ程度の場合で、鉄筋組立時間40
分、型枠取付時間15分、コンクリート打設時間15
分であり、これに対し、セグメント使用の場合の
組立時間は約30分であつた。 Comparing the time required for assembling reinforcing bars, installing formwork, and pouring concrete, the time required for assembling reinforcing bars occupies more than 50% of the working time in the tail.For example, when the excavation diameter is approximately 3.0 m, the time required to assemble reinforcing bars is 40
minutes, formwork installation time 15 minutes, concrete pouring time 15 minutes
In contrast, the assembly time when using segments was approximately 30 minutes.
ここで、従来、施工されているシールドテール
内での鉄筋組立方法について説明すると、まず第
１の方法は第１図に示すように、予めセグメント
状に組立てられた鉄筋カゴａをシールドｂのテー
ルｃ内にてセグメントを組立てるような要領でリ
ング状に組立てた後、型枠ｄを前進させてコンク
リート打設空間を形成し、この空間にコンクリー
トを打設した後、これに推進ジヤツキｅの反力を
負担させて掘進するものであるが、縦方向に配置
する鉄筋が連続していないため、硬化した覆工コ
ンクリートｆの乾燥収縮、温度変化等によるコン
クリート打継目ｇからの漏水発生の恐れがあると
共に、シールド管路の沈下、地震等によりコンク
リート打継目ｇの目違いが発生する恐れがあるこ
と、あるいは、リング方向鉄筋を完全に連続させ
ることが困難なため土、水圧による応力によりひ
び割れを発生する恐れがあること、さらには、鉄
筋カゴａをシールドテール内にて固定する適当な
方法がないため覆工コンクリート打設中に鉄筋カ
ゴａが移動することがあり適正なコンクリート被
り厚を維持できない虞れがあること等の問題を有
している。 Here, to explain the conventional method of assembling reinforcing bars within the shield tail, the first method is as shown in Fig. 1. After assembling in a ring shape in the same manner as assembling segments in c, the formwork d is advanced to form a concrete placement space, and after pouring concrete into this space, the reaction of the propelling jack e is applied to this space. Although the excavation is carried out by applying force, since the reinforcing bars placed in the vertical direction are not continuous, there is a risk of water leakage from the concrete pouring joints g due to drying shrinkage of the hardened lining concrete f and temperature changes. In addition, there is a risk that the concrete placement joints may be misaligned due to subsidence of the shield pipe, earthquakes, etc., or cracks may occur due to stress from soil or water pressure because it is difficult to completely connect the reinforcing bars in the ring direction. Furthermore, since there is no suitable method for fixing reinforcing bar cage A within the shield tail, reinforcing bar cage A may move during pouring of lining concrete, making it difficult to maintain an appropriate concrete cover thickness. There are problems such as there is a possibility that it will not be possible.
第２の方法は、第２図に示すようにプレスリン
グｈに縦方向鉄筋ｉを通す貫通孔ｊを設けてお
き、コンクリート打継目ｇよりプレスリングｈの
貫通孔ｊを通して縦方向鉄筋ｉを前方に出し、次
回の鉄筋組立て時、縦方向鉄筋ｉを重ね継手若し
くは機械継手ｋで連結し、リング方向鉄筋ｌを縦
方向鉄筋ｉに結来線を使用して組立てるものであ
り、確実に鉄筋を組立てることができるが、縦方
向鉄筋ｉを全部連結するため、これに要する時間
が著しく長くなること、重ね継手を用いる場合、
鉄筋の重ね長さをとる必要があるため余分な材料
費がかかること、機械継手を用いる場合、継手自
体が高価なため不経済であること、さらにはリン
グ方向鉄筋は１本づつ結束線を用いて組立てるた
め組立て時間が著しく長くなること等の問題を有
している。 The second method, as shown in Figure 2, is to provide a through hole j in the press ring h through which the vertical reinforcing bar i is passed, and then move the vertical reinforcing bar i forward from the concrete pouring joint g through the through hole j in the press ring h. Then, when assembling the reinforcing bars next time, the vertical reinforcing bars i are connected with lap joints or mechanical joints k, and the ring reinforcing bars l are assembled to the longitudinal reinforcing bars i using connecting wires. Although it can be assembled, the time required for this will be significantly longer since all the longitudinal reinforcing bars i are connected, and if lap joints are used,
Extra material costs are required because it is necessary to overlap the length of reinforcing bars, and when mechanical joints are used, the joints themselves are expensive and uneconomical.Furthermore, each reinforcing bar in the ring direction requires a binding wire. The problem is that the assembly time is extremely long because the assembly is done by hand.
このような鉄筋組立方法の問題を解決するた
め、覆工コンクリートに鉄筋を入れず、スチール
フアイバー等を混入し、コンクリートの曲げ引張
強度を増大させる方法が一部採用されているがス
チールフアイバーの価格が極めて高価なため経済
上問題があつた。 In order to solve this problem with the reinforcing steel assembly method, some methods have been adopted to increase the bending tensile strength of the concrete by mixing steel fibers into the lining concrete instead of adding reinforcing bars, but the price of steel fibers is high. This was an economic problem as it was extremely expensive.
本発明は以上に述べた点に鑑み提案されたもの
で、その目的とするところは、場所打ちライニン
グシールド工法のテール内作業のうち、掘進工程
に一番影響を与える鉄筋組立の時間を短縮すると
共に使用する鉄筋量を必要最小限に抑え、かつ正
確に鉄筋を組立てることができる場所打ちライニ
ングシールド工法の覆工コンクリート内鉄筋組立
方法を提供することにある。 The present invention has been proposed in view of the above-mentioned points, and its purpose is to shorten the time for assembling reinforcing bars, which has the greatest impact on the excavation process among the tail work in the cast-in-place lining shield construction method. To provide a method for assembling reinforcing bars in lining concrete of a cast-in-place lining shield construction method, which can suppress the amount of reinforcing bars used to a necessary minimum and assemble the reinforcing bars accurately.
本発明は、シールドのテール内で直接覆工コン
クリートを打設し、これに推進ジヤツキの反力を
受け持つて推進する場所打ちライニングシールド
工法の覆工コンクリート内鉄筋組立方法におい
て、前記シールドの刃口内あるいはリングガータ
内に少なくとも数回のコンクリート打設分に相当
する長さの縦方向鉄筋を格納しておき、これをプ
レスリングに設けた貫通孔を通して取出し、コン
クリート打設分の縦方向鉄筋を組立てることを特
徴とする場所打ちライニングシールド工法の覆工
コンクリート内鉄筋組立方法を要旨とするもの
で、縦方向鉄筋の組立時間を大幅に短縮できるた
め、掘進速度を早め、工期の短縮、工事費の低減
が可能となると共に、縦方向鉄筋の継目が減少す
るため、継手や鉄筋量が減少し、材料費を大幅に
節減することができ、しかも、継目部分が減少し
た分、より正確で高い強度の鉄筋を組立てること
ができる。更に鉄筋を組立てる際に鉄筋を振り回
す必要もないので作業員の安全も十分確保され
る。 The present invention provides a method for assembling reinforcing bars in lining concrete of a cast-in-place lining shield construction method, in which lining concrete is placed directly within the tail of the shield, and the lining concrete is propelled by taking on the reaction force of a propelling jack. Alternatively, store vertical reinforcing bars with a length equivalent to at least several times of concrete pouring in the ring gutter, take them out through the through holes provided in the press ring, and assemble the vertical reinforcing bars for concrete pouring. This method is based on the cast-in-place lining shield construction method, which is characterized by a method for assembling reinforcing bars in lining concrete, which can significantly shorten the time required to assemble vertical reinforcing bars, thereby increasing excavation speed, shortening construction period, and reducing construction costs. As well as reducing the number of joints of longitudinal reinforcing bars, the amount of joints and reinforcing bars is reduced, resulting in significant material cost savings.In addition, the reduced number of joints allows for more precise and higher strength. can assemble reinforcing bars. Furthermore, since there is no need to swing the reinforcing bars around when assembling them, the safety of the workers is sufficiently ensured.
以下、本発明を図面に示す実施例に基づいて説
明する。 Hereinafter, the present invention will be explained based on embodiments shown in the drawings.
第３図はシールド掘進装置の縦断面図、第４図
は右半分が第３図のＡ―Ａ断面、左半分が第３図
のＢ―Ｂ断面を示す断面図で、１は円筒状のシー
ルド本体、２はそのテール部、３は円錐状の刃
口、４はシールド本体補強用のリングガータ、５
はリングガータ４に取付けられた推進ジヤツキ、
６は推進ジヤツキ５に連結されたコンクリートに
推進反力を加えるためのプレスリング、７はプレ
スリング６に設けられた縦方向鉄筋貫通孔、８は
型枠、９は型枠８に設けられたコンクリート打設
口、１０は覆工コンクリート、１１は縦方向鉄
筋、１２はリング方向鉄筋、１３は重ね継手、１
４はリングガータ４及び刃口３内に縦方向鉄筋１
１を格納するために設けられた鉄筋格納孔で、同
格納孔１４内には、数回のコンクリート打設分に
相当する長さの縦方向鉄筋１１が数本格納される
ようになつている。 Fig. 3 is a longitudinal cross-sectional view of the shield excavation device, and Fig. 4 is a cross-sectional view in which the right half shows the AA cross section in Fig. 3, and the left half shows the B-B cross section in Fig. 3. Shield main body, 2 is its tail, 3 is a conical cutting edge, 4 is a ring gutter for reinforcing the shield main body, 5
is the propulsion jack attached to the ring gutter 4,
6 is a press ring for applying a propulsion reaction force to the concrete connected to the propulsion jack 5, 7 is a vertical reinforcement through hole provided in the press ring 6, 8 is a formwork, and 9 is provided in the formwork 8. Concrete pouring opening, 10 is lining concrete, 11 is longitudinal reinforcement, 12 is ring direction reinforcement, 13 is lap joint, 1
4 is a vertical reinforcing bar 1 inside the ring gutter 4 and the cutting edge 3
This is a reinforcing bar storage hole provided to store the reinforcing bars 11, and several vertical reinforcing bars 11 with a length equivalent to several times of concrete pouring are stored in the storage hole 14. .
つぎに、上記シールド掘進装置による場所打ち
ライニングシールド工法の覆工コンクリート内鉄
筋組立方法を第５図イ乃至ニを参照して説明す
る。 Next, a method for assembling reinforcing bars in lining concrete using the cast-in-place lining shield method using the shield excavation device will be described with reference to FIGS. 5A to 5D.
第５図イは前回打設した覆工コンクリート１０
内で縦方向鉄筋１１を重ね継手１３により連結し
てあるため、今回コンクリートの打設空間Ｏでは
縦方向鉄筋１１を連結する必要がない状態であ
り、リング方向鉄筋１２を組立てるため推進ジヤ
ツキ５を縮めた状態である。 Figure 5 A shows the lining concrete 10 that was previously cast.
Since the longitudinal reinforcing bars 11 are connected by lap joints 13 within the ring, there is no need to connect the longitudinal reinforcing bars 11 in the concrete placement space O this time, and the propulsion jack 5 is used to assemble the ring reinforcing bars 12. It is in a shortened state.
縦方向鉄筋１１の長さは、刃口３の先端より推
進ジヤツキの後端までの長さであるため数回コン
クリートを打設する間、縦方向鉄筋１１を連結す
る必要はない。なお、鉄筋１１の格納位置すなわ
ち刃口３、リングガータ４と打設空間とは略同水
平位置にあり、鉄筋１１の後端部を容易に引き出
せるが鉄筋１１は自重により垂れ下ることもある
ので図示の如くハンガー１５を設けてもよい。 Since the length of the longitudinal reinforcing bars 11 is the length from the tip of the cutting edge 3 to the rear end of the propulsion jack, there is no need to connect the longitudinal reinforcing bars 11 while pouring concrete several times. Note that the storage position of the reinforcing bar 11, that is, the cutting edge 3, the ring gutter 4, and the driving space are at approximately the same horizontal position, and the rear end of the reinforcing bar 11 can be easily pulled out, but the reinforcing bar 11 may sag due to its own weight. A hanger 15 may be provided as shown.
第５図イの状態からリング方向鉄筋１２を組立
てると第５図ロの状態となり、リング方向鉄筋１
２の組立て完了後型枠８を前進させ、第５図ハの
状態とした後図示されていないコンクリート圧送
装置からコンクリートを送り、打設口９からコン
クリートの打設空間Ｏ内にコンクリートを打設す
る。第５図ニはコンクリートを打設した状態で、
その後直ちに推進ジヤツキ５を伸長させプレスリ
ング６でコンクリートを押圧し、コンクリートに
反力を負担させて掘進する。 When the ring direction reinforcing bars 12 are assembled from the state shown in FIG. 5A, the state shown in FIG.
After the assembly of step 2 is completed, the formwork 8 is advanced to the state shown in FIG. do. Figure 5 D shows the concrete being poured.
Immediately thereafter, the propulsion jack 5 is extended, the press ring 6 presses the concrete, and the concrete bears a reaction force to dig.
掘進後、推進ジヤツキ５を縮めた状態が第５図
イに示す状態であり、以上の動作を数回繰返した
後、縦方向鉄筋１１の前端が打設する覆工コンク
リート１０内に埋設する前に、格納孔１４より縦
方向鉄筋１１を取り出し、縦方向鉄筋は少なくと
も数回のコンクリート打設分の長さを有している
ので重ね継手１３（機械継手でもよい）により連
結して再び上記の動作を繰返して掘進する。 After excavation, the state in which the propulsion jack 5 is retracted is the state shown in Fig. 5A, and after repeating the above operation several times, the front end of the vertical reinforcing bar 11 is placed before being buried in the lining concrete 10 to be cast. Next, the longitudinal reinforcing bars 11 are taken out from the storage hole 14, and since the longitudinal reinforcing bars have a length equivalent to at least several times of concrete pouring, they are connected by lap joints 13 (mechanical joints may also be used) and the above-mentioned process is repeated. Dig by repeating the action.
以上のように覆工コンクリート１０内に使用す
る縦方向鉄筋をコンクリート打設毎に連結組立て
る必要がなくなるため、縦方向鉄筋組立が数分の
１に短縮されると共に、継手数の減少及び継手個
所の減少に伴う鉄筋使用量の減少により材料費の
節減を図ることができる。 As described above, since it is no longer necessary to connect and assemble the longitudinal reinforcing bars used in the concrete lining 10 each time concrete is poured, the assembling of the longitudinal reinforcing bars can be shortened to a fraction of the time, and the number of joints can be reduced. Material costs can be reduced by reducing the amount of reinforcing bars used.
また、このため掘進速度を早くできるので、工
期の短縮、工事費の節減を図ることができる。 Furthermore, since the excavation speed can be increased, the construction period can be shortened and construction costs can be reduced.
しかも刃口内あるいはリングガータ内の鉄筋を
引き出し組立てればよいので挾小なトンネル空間
内で組立時の鉄筋振り回し等も不要となり、作業
の安全が大幅に向上する。 Furthermore, since the reinforcing bars inside the cutting edge or ring gutter can be pulled out and assembled, there is no need to swing the reinforcing bars around during assembly in a small tunnel space, which greatly improves work safety.
第１図及び第２図は、それぞれ異なる従来例を
説明するための断面図、第３図は、本発明の実施
に使用するシールド掘進装置の縦断面図、第４図
は、右半分が第３図のＡ―Ａ断面、左半分が第３
図のＢ―Ｂ断面を示す断面図、第５図イ乃至ニ
は、本発明の方法を説明する工程図である。
１…シールド、２…テール部、３…刃口、４…
リングガータ、５…推進ジヤツキ、６…プレスリ
ング、７…貫通孔、８…型枠、９…コンクリート
打設口、１０…覆工コンクリート、１１…縦方向
鉄筋、１２…リング方向鉄筋、１３…重ね継手、
１４…格納孔、１５…ハンガー。
1 and 2 are cross-sectional views for explaining different conventional examples, FIG. 3 is a vertical cross-sectional view of a shield excavation device used for carrying out the present invention, and FIG. Section A-A in Figure 3, the left half is the third
A cross-sectional view taken along the line BB in the figure, and FIGS. 5A to 5D are process diagrams illustrating the method of the present invention. 1...Shield, 2...Tail part, 3...Blade mouth, 4...
Ring gutter, 5... Propulsion jack, 6... Press ring, 7... Through hole, 8... Formwork, 9... Concrete placement opening, 10... Lining concrete, 11... Longitudinal reinforcing bar, 12... Ring direction reinforcing bar, 13... lap joint,
14...Storage hole, 15...Hanger.
Claims (1)
を打設し、これに推進ジヤツキの反力を受け持た
せて推進する場所打ちライニングシールド工法の
覆工コンクリート内鉄筋組立方法において、 前記シールドの刃口内あるいはリングガータ内
に少なくとも数回のコンクリート打設分に相当す
る長さの縦方向鉄筋を格納しておき、これをプレ
スリングに設けた貫通孔に通して取り出し、コン
クリートの打設空間内に位置させて連結し、少な
くとも数回のコンクリート打設分の縦方向鉄筋を
組立てることを特徴とする場所打ちライニングシ
ールド工法の覆工コンクリート内鉄筋組立方法。[Scope of Claims] 1. A method for assembling reinforcing bars in lining concrete of a cast-in-place lining shield construction method, in which lining concrete is placed directly within the tail of the shield, and the lining concrete is propelled by bearing the reaction force of a propelling jack, A longitudinal reinforcing bar with a length equivalent to at least several times of concrete pouring is stored in the cutting edge of the shield or in the ring gutter, and is taken out through a through hole provided in the press ring to perform concrete pouring. A method for assembling reinforcing bars in lining concrete for a cast-in-place lining shield construction method, which is characterized by assembling vertical reinforcing bars for at least several concrete pours by positioning and connecting them within a construction space.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP58177795A JPS60123700A (en) | 1983-09-26 | 1983-09-26 | Assembling of iron skeletal in covering concrete of site casting lining shield construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP58177795A JPS60123700A (en) | 1983-09-26 | 1983-09-26 | Assembling of iron skeletal in covering concrete of site casting lining shield construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS60123700A JPS60123700A (en) | 1985-07-02 |
| JPH0237480B2 true JPH0237480B2 (en) | 1990-08-24 |
Family
ID=16037222
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP58177795A Granted JPS60123700A (en) | 1983-09-26 | 1983-09-26 | Assembling of iron skeletal in covering concrete of site casting lining shield construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS60123700A (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6272899A (en) * | 1985-09-25 | 1987-04-03 | 日本電信電話株式会社 | Apparatus for constructing reinforced lining |
| JPH07111117B2 (en) * | 1987-01-21 | 1995-11-29 | 清水建設株式会社 | Cast-in-place lining method using mesh line in non-segment shield method |
| JPH0718318B2 (en) * | 1987-03-12 | 1995-03-01 | 鹿島建設株式会社 | Tunnel lining method and device |
| JPH0635797B2 (en) * | 1987-06-12 | 1994-05-11 | 大豊建設株式会社 | Shield method and shield machine |
| JPH0631553B2 (en) * | 1987-12-28 | 1994-04-27 | 日本国土開発株式会社 | Shield excavation method and shield excavator for implementing this method |
| JP2003081307A (en) * | 2001-09-14 | 2003-03-19 | Sanko Co Ltd | Structure for sealing lid of container for transport |
| JP6634192B2 (en) * | 2015-10-14 | 2020-01-22 | 株式会社大林組 | Burial structure of cable piping in tunnel lining concrete |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS53100633A (en) * | 1977-02-15 | 1978-09-02 | Gewerk Eisenhuette Westfalia | Method of and device for laterally excavating tunnel while simultaneously placing concrete |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS56125495U (en) * | 1980-02-27 | 1981-09-24 |
-
1983
- 1983-09-26 JP JP58177795A patent/JPS60123700A/en active Granted
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS53100633A (en) * | 1977-02-15 | 1978-09-02 | Gewerk Eisenhuette Westfalia | Method of and device for laterally excavating tunnel while simultaneously placing concrete |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS60123700A (en) | 1985-07-02 |
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