JPH0243499A - Method and device for executing cast-in-place lining shield - Google Patents
Method and device for executing cast-in-place lining shieldInfo
- Publication number
- JPH0243499A JPH0243499A JP63194195A JP19419588A JPH0243499A JP H0243499 A JPH0243499 A JP H0243499A JP 63194195 A JP63194195 A JP 63194195A JP 19419588 A JP19419588 A JP 19419588A JP H0243499 A JPH0243499 A JP H0243499A
- Authority
- JP
- Japan
- Prior art keywords
- concrete
- pressure plate
- tunnel
- reinforcing bars
- cast
- 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
- 238000000034 method Methods 0.000 title claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 56
- 239000004567 concrete Substances 0.000 claims abstract description 34
- 238000005304 joining Methods 0.000 claims abstract description 3
- 238000003780 insertion Methods 0.000 claims description 18
- 230000037431 insertion Effects 0.000 claims description 18
- 238000009415 formwork Methods 0.000 claims description 10
- 238000010276 construction Methods 0.000 claims description 9
- 239000003566 sealing material Substances 0.000 claims description 5
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 230000005641 tunneling Effects 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明はシールド掘進機により地中に掘削されたトンネ
ル坑壁に鉄筋を配設しフレッシュコンクリートを打設し
て鉄筋コンクリート製の覆工を築造する現場打ちライニ
ングシールド工法に関するものであり、更に詳しくは、
トンネル軸方向にも応力負担材を連続的に配設して埋め
立て地盤などの劣悪な地盤条件においても十分な安全性
を有するトンネル構造を提供するものである。[Detailed Description of the Invention] [Industrial Application Field] The present invention is a method of constructing a lining made of reinforced concrete by placing reinforcing bars on the wall of a tunnel excavated underground by a shield tunneling machine and pouring fresh concrete. This is related to the cast-in-place lining shield construction method, and for more details,
The present invention provides a tunnel structure that has sufficient safety even in poor ground conditions such as reclaimed ground by continuously disposing stress-bearing materials in the axial direction of the tunnel.
シールドトンネルの覆工は、従来、鋼製又は鉄筋コンク
リート製のセグメントを用いて築造されていたが、セグ
メントの製作費が高いことと、セグメントの組み立て及
び裏込め注入作業に時間がかかるという欠点があった。Conventionally, shield tunnel linings have been constructed using segments made of steel or reinforced concrete, but these have the drawbacks of high production costs for the segments and the time required to assemble the segments and inject backfill. Ta.
このような観点から最近ではセグメントの代替として現
場打ち鉄筋コンクリートを用い工費低減、工期短縮を図
る現場打ちライニングシールド工法が提案されている。From this point of view, recently a cast-in-place lining shield method has been proposed as an alternative to segments, which uses cast-in-place reinforced concrete to reduce construction costs and shorten the construction period.
上記のような現場打ちライニングシールド工法において
は、シールド掘進機のテール部分に生じるテールボイド
にフレッシュコンクリートを確実に充填させると共に、
覆工コンクリートの品質を確保するために、打設直後の
７レツシーコンクリートを加圧することが行われてるの
で、所定の位置に鉄筋が配設されているかどうかという
ことが重要な課題となる。このため例えば特開昭６３−
１４９９７号、或は特開昭６３−１４７０９６号公報に
開示されているような技術がある。In the above-mentioned cast-in-place lining shield construction method, the tail void that occurs in the tail part of the shield excavator is reliably filled with fresh concrete, and
In order to ensure the quality of the lining concrete, pressure is applied to the 7-receive concrete immediately after pouring, so whether or not reinforcing bars are placed at predetermined positions is an important issue. For this reason, for example, JP-A-63-
There are techniques such as those disclosed in Japanese Patent Application Laid-open No. 14997 and Japanese Patent Application Laid-open No. 147096/1983.
しかしながら前者においては組み立てられた鉄筋が加圧
されたコンクリートと共にシールドトンネル後方に移動
するために、トンネル軸方向鉄筋に対して十分な継ぎ手
長さが得られないことと、既設のトンネル軸方向鉄筋の
継ぎ手部分にコンクリートが付着して確実な継ぎ手の施
工が困難であると言う問題点があった。又後者において
は、トンネル軸方向鉄筋が十分な継ぎ手長さを得られる
ようにするためには、必然的に加圧板の厚さを厚くしな
ければならないという問題点があった。本発明は前記問
題点に監みてなされたものであり、その目的はトンネル
軸方向鉄筋の継ぎ手部分にコンクリートが付着しないよ
うに配慮するとともに、十分な継ぎ手長さを確保するこ
とにより、トンネル軸方向に連続した応力負担材を配設
して安全性の高いトンネル構造を提供することにある。However, in the former case, the assembled reinforcing bars move to the rear of the shield tunnel together with the pressurized concrete, so it is difficult to obtain a sufficient joint length for the tunnel axial reinforcing bars, and the existing tunnel axial reinforcing bars cannot be used. There was a problem in that concrete adhered to the joints, making it difficult to securely construct the joints. Furthermore, in the latter case, there is a problem in that in order to obtain a sufficient joint length of the reinforcing bars in the tunnel axis direction, the thickness of the pressure plate must necessarily be increased. The present invention has been made in view of the above-mentioned problems, and its purpose is to prevent concrete from adhering to the joints of tunnel axial reinforcing bars, and to secure sufficient joint length to prevent concrete from adhering to the joints of tunnel axial reinforcing bars. The objective is to provide a highly safe tunnel structure by arranging continuous stress-bearing materials in the tunnel.
この発明はブレスジ七ツキの後端に設けられ、所定数の
鉄筋挿入孔を有する加圧板と、該加圧板の内周に配設さ
れ、弾力性部材から成るシール材と、上記加圧板の鉄筋
挿入孔に対して一端が挿入可能で他端が挿通不可能とな
るように形成された円錐状中空ゴムコーンと、該中空ゴ
ムコーンの中空部に密接挿入可能な外径を有し、鉄筋の
内挿が可能でかつ一端が閉鎖されたスリーブパイプとを
組み合わせて加圧装置を用いて、中空ゴムコーンを嵌合
したスリーブパイプで切羽側の一定長さ部分が被覆され
、該スリーブパイプの開口端を止水性シール材でシール
されたトンネル軸方向鉄筋をトンネル円周方向主鉄筋及
び内型枠とともにコンクリート打設予定部分の所定位置
に設置し、上記トンネル軸方向鉄筋を既設コンクリート
部分から突出しているトンネル軸方向鉄筋と連続的に接
合させた後、上記トンネル軸方向鉄筋の全数を加圧板の
鉄筋挿入孔に貫通させながら加圧板を所定位置に設置し
、該加圧板、シールド掘進機のテール部分、内型枠及び
コンクリート部分とで形成される空間にフレッシュコン
フリートラ打設し、該フレッシュコンクリートを加圧板
を介してプレスジヤツキにより加圧し、加圧終了後に上
記スリーブパイプ及び中空ゴムコーンを撤去してトンネ
ル覆工を構築することにより問題点を解決したものであ
る。This invention includes a pressurizing plate provided at the rear end of a breather plate and having a predetermined number of reinforcing bar insertion holes, a sealing material made of an elastic member disposed on the inner periphery of the pressurizing plate, and a reinforcing bar of the pressurizing plate. It has a conical hollow rubber cone that is formed so that one end can be inserted into the insertion hole and the other end cannot be inserted, and an outer diameter that allows it to be inserted closely into the hollow part of the hollow rubber cone, and the reinforcing bar can be inserted into the insertion hole. A pressure device is used to cover a certain length of the face side with a sleeve pipe fitted with a hollow rubber cone, and the open end of the sleeve pipe is stopped. Tunnel axial reinforcing bars sealed with a water-based sealing material are installed together with the tunnel circumferential main reinforcing bars and inner formwork at predetermined positions in the area where concrete is to be placed, and the tunnel axis has the tunnel axial reinforcing bars protruding from the existing concrete area. After continuously joining the directional reinforcing bars, the pressure plate is installed in a predetermined position while passing all of the tunnel axial reinforcing bars through the reinforcing bar insertion holes of the pressure plate, and the pressure plate, the tail part of the shield tunneling machine, and the inner A fresh confetti truck is placed in the space formed by the formwork and the concrete part, and the fresh concrete is pressurized with a press jack via a pressure plate. After the pressurization is completed, the sleeve pipe and hollow rubber cone are removed and the tunnel is covered. The problem was solved by constructing a system.
本発明においては、コンクリート打設予定部分に配設す
るトンネル軸方向鉄筋の切羽側の一定長さ部分をス＋７
Ｍ覆し、中空ゴムコーンを介して加圧板に設けた鉄
筋挿入孔に摺動自在に移動可能とし、かつ、止水性を有
する構造としたので、該トンネル軸方向鉄筋にコンクリ
ートが付着することなく、所定の重ね長さを確保して連
続的にトンネル軸方向鉄筋を接合することが出来る。又
内型枠に設けた開閉自在の開口部を利用して該トンネル
軸方向鉄筋を既設コンクリ−ト部分から突出したトンネ
ル軸方向鉄筋と確実に接合することができるので、内型
枠に仮止めされた円周方向主鉄筋と組み合わせて強固な
鉄筋籠の形成が可能で、７レツシーコンクリートの打設
・加圧作業においても鉄筋籠が移動することな（所定位
置に確実に設置することができる。In the present invention, a certain length portion on the face side of tunnel axial reinforcing bars to be placed in the area where concrete is to be poured is
M is reversed and can be slid freely into the reinforcing bar insertion hole provided in the pressure plate through a hollow rubber cone, and has a water-stopping structure, so concrete can be prevented from adhering to the reinforcing bars in the axial direction of the tunnel. It is possible to continuously join the tunnel axial reinforcing bars while ensuring the overlapping length of . In addition, the tunnel axial reinforcing bars can be reliably connected to the tunnel axial reinforcing bars protruding from the existing concrete part by using the openable and closable openings provided in the inner formwork, so they can be temporarily fixed to the inner formwork. It is possible to form a strong reinforcing bar cage in combination with the circumferential main reinforcing bars that have been placed, and the reinforcing bar cage will not move even during pouring and pressurizing work of 7-receive concrete (it can be installed securely in the specified position). can.
プレスジヤツキ１の後端に設けられ鉄筋挿入孔２を有す
る加圧板３と、加圧板３の内周に設けられ弾力性のある
シールド用テールシール材４と、前記鉄筋挿入孔２に密
接挿入孔２に密接挿入できる直径を有し一端を閉鎖した
スリーブバイブロと、該鉄筋挿入孔２の後端部をテーパ
ー状に切削して前部より大径に形成されたテーパー孔状
部７に合致するほぼ円錐状の中空ゴムコーン８とを組み
合わせて加圧装置Ａを形成する。次にその施工順序の一
例を説明すれば、コンクリート打設予定部分の所定位置
に、内型枠９及び組み立て治具を介して該内型枠９に仮
止めされたトンネル円周方向主鉄筋１０を組み立てると
共に、トンネル軸方向鉄筋１）の切羽側端部の一定長さ
部分をスリーブバイブロで被覆し、該スリーブバイブロ
に中空ゴムコーン８を嵌合させ、該スリーブバイブロの
開口端６ａを止水性シールドテールした後、前記トンネ
ル軸方向鉄筋１）を所定位置に組み立て設置する。次い
で、内型枠９に設けた開閉自在の開口部を利用して前記
トンネル軸方向鉄筋１）を既設コンクリート部分１４か
ら突出しているトンネル軸方向鉄筋１）ａと所要の重ね
長さで連続的に接合する。その後プレスジヤツキ１を伸
長させて加圧板３の鉄筋挿入孔２にスリーブバイブロを
全数貫通させながら、中空ゴムコーン８を鉄筋挿入孔２
のテーパー孔状部７にゆるく押し込み、加圧板３を所定
の位置にセットする。加圧板３、シールドテール１３、
内型枠９及び既設コンクＩＪ −ト１４で形成する空間
１５に７レツシーコンクリート１６を打設し、プレスジ
ヤツキｌを伸長してフレッシュコンクリート１６を加圧
するものである。この時プレスジヤツキ１を伸長してフ
レッシュコンク９− ） １６を加圧すると中空ゴムコ
ーン８は鉄筋挿入孔２のテーパー孔状部７に強（押し込
まれモルタル漏出を防止する。またシールド＾本姓４礒
はシールドジヤツキ１７を伸長し、型枠９を反力として
前進させる。所定時間の加圧が終了した後、加圧板３を
切羽側に引き戻しスリーブバイブロ及び中空ゴムコーン
８を撤去する。A pressure plate 3 provided at the rear end of the press jack 1 and having a reinforcing bar insertion hole 2; a resilient tail sealing material 4 for shielding provided on the inner periphery of the pressure plate 3; and a close insertion hole 2 in the reinforcing bar insertion hole 2. A sleeve vibro with a diameter that allows for close insertion into the reinforcing bar and a sleeve vibro with one end closed, and a sleeve vibro that matches the tapered hole portion 7 formed by cutting the rear end of the reinforcing bar insertion hole 2 into a tapered shape to have a larger diameter than the front portion. A pressurizing device A is formed by combining it with a conical hollow rubber cone 8. Next, to explain an example of the construction order, the main reinforcing bars 10 in the tunnel circumferential direction are temporarily fixed to the inner form 9 via the inner form 9 and an assembly jig at a predetermined position of the part where concrete is to be poured. At the same time, a certain length of the face side end of the tunnel axial reinforcing bar 1) is covered with a sleeve vibro, a hollow rubber cone 8 is fitted to the sleeve vibro, and the open end 6a of the sleeve vibro is covered with a waterproof shield. After tailing, the tunnel axial reinforcing bars 1) are assembled and installed in a predetermined position. Next, using the openable and closable opening provided in the inner formwork 9, the tunnel axial reinforcing bars 1) are continuously connected to the tunnel axial reinforcing bars 1)a protruding from the existing concrete portion 14 with a required overlap length. to be joined to. After that, while extending the press jack 1 and passing all the sleeve vibros through the reinforcing bar insertion holes 2 of the pressure plate 3, insert the hollow rubber cone 8 into the reinforcing bar insertion holes 2.
, and set the pressure plate 3 in a predetermined position. Pressure plate 3, shield tail 13,
7-receive concrete 16 is placed in a space 15 formed by the inner formwork 9 and the existing concrete IJ-t 14, and the press jack 1 is extended to pressurize the fresh concrete 16. At this time, when the press jack 1 is extended and the fresh concrete 9-16 is pressurized, the hollow rubber cone 8 is firmly pushed into the tapered hole-shaped part 7 of the reinforcing bar insertion hole 2 to prevent mortar from leaking. The shield jack 17 is extended and the formwork 9 is moved forward as a reaction force. After the pressurization for a predetermined time is completed, the pressure plate 3 is pulled back to the face side and the sleeve vibro and the hollow rubber cone 8 are removed.
以上の工程を繰り返しながら場所打ちライニングシール
ドを完成させるものである。なお、中空ゴムコーン８を
嵌合したスリーブバイブロをて内型枠９に仮止めしてお
いてもよい。The cast-in-place lining shield is completed by repeating the above steps. Note that the sleeve vibro fitted with the hollow rubber cone 8 may be temporarily fixed to the inner formwork 9.
本発明の現場打ちライニングシールドの施工方法及びそ
の装置によれば、トンネル軸方向の鉄筋を確実かつ連続
的に接合することができ、しかも継ぎ手部分にコンクリ
ートが付着するのを防止できる。またコンクリートの打
設・加圧作業時においても鉄筋籠が移動することがない
ためトンネル覆工の所定位置に鉄筋を配設することがで
きる。したがって、従来施工が困難であるとされていた
埋め立て地盤などの劣悪な地を提供できるものである。According to the cast-in-place lining shield construction method and apparatus of the present invention, reinforcing bars in the axial direction of a tunnel can be reliably and continuously joined, and moreover, it is possible to prevent concrete from adhering to the joint portion. Furthermore, since the reinforcing bar cage does not move during concrete pouring and pressurizing work, the reinforcing bars can be placed at predetermined positions in the tunnel lining. Therefore, it can be used on poor ground such as reclaimed ground, which has been considered difficult to construct in the past.
第１図は場所打ちライニングシールドの施工概要図、第
、２図は完成トンネルの断面図、第３図はコンクリート
打継目の詳細図、第４図は加圧板の正面図、第５図は加
圧板の詳細図、第６図は中空ゴムコーンの斜視図、第７
図ａ、 ｂ、 ｃ、 ｄ。
ｅは施工順序の説明図である。
第６図
第７図σ
第γ図ｄFigure 1 is a construction overview of the cast-in-place lining shield, Figures 2 and 2 are cross-sectional views of the completed tunnel, Figure 3 is a detailed view of concrete pouring joints, Figure 4 is a front view of the pressure plate, and Figure 5 is the Detailed view of the pressure plate, Figure 6 is a perspective view of the hollow rubber cone, Figure 7
Figures a, b, c, d. e is an explanatory diagram of the construction order. Figure 6 Figure 7 σ Figure γ d
Claims (2)
現場打ち鉄筋コンクリートで覆工する現場打ちライニン
グシールド工法において、中空ゴムコーンを嵌合したス
リーブパイプで切羽側の一定長さ部分が被覆され、該ス
リーブパイプの開口端を止水性シール材でシールされた
トンネル軸方向鉄筋をトンネル円周方向主鉄筋及び内型
枠とともにコンクリート打設予定部分の所定位置に設置
し、上記トンネル軸方向鉄筋を既設コンクリート部分か
ら突出しているトンネル軸方向鉄筋と連続的に接合させ
た後、上記トンネル軸方向鉄筋の全数を加圧板の鉄筋挿
入孔に貫通させながら加圧板を所定位置に設置し、該加
圧板、シールド掘進機のテール部分、内型枠及びコンク
リート部分とで形成される空間にフレッシュコンクリー
トを打設し、該フレッシュコンクリートを加圧板を介し
てプレスジャッキにより加圧し、加圧終了後に上記スリ
ーブパイプ及び中空ゴムコーンを撤去してトンネル覆工
を構築することを特徴とする現場打ちライニングシール
ドの施工方法。(1) In the cast-in-place lining shield method in which the tunnel wall formed by a shield excavator is lined with cast-in-place reinforced concrete, a certain length of the face side is covered with a sleeve pipe fitted with a hollow rubber cone, and the sleeve pipe The tunnel axial reinforcing bars whose open ends are sealed with a water-stopping sealing material are installed at the predetermined positions of the area where concrete is to be poured, along with the tunnel circumferential main reinforcing bars and the inner formwork, and the tunnel axial reinforcing bars are removed from the existing concrete area. After continuously joining the protruding tunnel axial reinforcing bars, the pressure plate is installed at a predetermined position while passing all of the tunnel axial reinforcing bars through the reinforcing bar insertion holes of the pressure plate, and the pressure plate and the shield tunneling machine are connected to each other. Place fresh concrete in the space formed by the tail part, inner formwork and concrete part, pressurize the fresh concrete with a press jack via a pressure plate, and after pressurizing, remove the sleeve pipe and hollow rubber cone. A method of constructing a cast-in-place lining shield, which is characterized by removing it and constructing a tunnel lining.
挿入孔を有する加圧板と、該加圧板の内周に配設され、
弾力性部材から成るシール材と、上記加圧板の鉄筋挿入
孔に対して一端が挿入可能で他端が挿通不可能となるよ
うに形成された円錐状中空ゴムコーンと、該中空ゴムコ
ーンの中空部に密接挿入可能な外径を有し、鉄筋の内挿
が可能でかつ一端が閉鎖されたスリーブパイプとを組み
、合わせて加圧装置を形成したこと特徴とする現場打ち
ライニングシールドの施工装置。(2) a pressure plate provided at the rear end of the press jack and having a predetermined number of reinforcing bar insertion holes; and a pressure plate disposed on the inner periphery of the pressure plate;
a sealing material made of an elastic member, a conical hollow rubber cone formed so that one end can be inserted into the reinforcing bar insertion hole of the pressure plate and the other end cannot be inserted; A construction device for a cast-in-place lining shield, characterized in that it is assembled with a sleeve pipe that has an outer diameter that allows for close insertion, allows insertion of reinforcing bars, and is closed at one end to form a pressurizing device.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63194195A JPH0686799B2 (en) | 1988-08-03 | 1988-08-03 | Construction method for cast-in-place lining shield and pressurizing device therefor |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63194195A JPH0686799B2 (en) | 1988-08-03 | 1988-08-03 | Construction method for cast-in-place lining shield and pressurizing device therefor |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0243499A true JPH0243499A (en) | 1990-02-14 |
| JPH0686799B2 JPH0686799B2 (en) | 1994-11-02 |
Family
ID=16320531
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP63194195A Expired - Fee Related JPH0686799B2 (en) | 1988-08-03 | 1988-08-03 | Construction method for cast-in-place lining shield and pressurizing device therefor |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0686799B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6116843A (en) * | 1997-09-19 | 2000-09-12 | Manitou Bf | Fork lift truck, adapted to be loaded on the rear of a carrying vehicle |
| CN114102836A (en) * | 2021-11-01 | 2022-03-01 | 南京城建房桥建筑科技有限公司 | Efficient production process of duct piece |
-
1988
- 1988-08-03 JP JP63194195A patent/JPH0686799B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6116843A (en) * | 1997-09-19 | 2000-09-12 | Manitou Bf | Fork lift truck, adapted to be loaded on the rear of a carrying vehicle |
| CN114102836A (en) * | 2021-11-01 | 2022-03-01 | 南京城建房桥建筑科技有限公司 | Efficient production process of duct piece |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0686799B2 (en) | 1994-11-02 |
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