JPH0598893A - Construction method of tunnel lining - Google Patents

Construction method of tunnel lining

Info

Publication number
JPH0598893A
JPH0598893A JP3262102A JP26210291A JPH0598893A JP H0598893 A JPH0598893 A JP H0598893A JP 3262102 A JP3262102 A JP 3262102A JP 26210291 A JP26210291 A JP 26210291A JP H0598893 A JPH0598893 A JP H0598893A
Authority
JP
Japan
Prior art keywords
lining
tunnel
concrete
precast concrete
frame
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.)
Pending
Application number
JP3262102A
Other languages
Japanese (ja)
Inventor
Yoshio Hosokawa
Shigetoshi Koga
重利 古賀
芳夫 細川
Original Assignee
Fujita Corp
株式会社フジタ
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Fujita Corp, 株式会社フジタ filed Critical Fujita Corp
Priority to JP3262102A priority Critical patent/JPH0598893A/en
Publication of JPH0598893A publication Critical patent/JPH0598893A/en
Pending legal-status Critical Current

Links

Abstract

PURPOSE:To enhance workability and raise structural reliability by performing primary lining and secondary lining at the same time. CONSTITUTION:A concrete filling part 5 is opened on the surface facing the natural ground of a frame-shaped main body 1 having the length with which the lining length of a tunnel is divided into the plural number, and, on the opposite surface, precast concrete slabs A1, A2, A3, serving as forms whereon sheathing board parts 4 that cover the whole surface of the frame-shaped main body 1 are provided are erected on the natural ground 14, and quick hardening concrete 18 having good fluidity is placed between this natural ground and precast concrete slabs A1, A2, A3.

Description

【発明の詳細な説明】Detailed Description of the Invention
【0001】[0001]
【産業上の利用分野】本発明は山岳トンネルの覆工に際
し、良質岩で支保工が不要の場合にプレキヤストコンク
リート版を用いてトンネルを覆工するトンネル覆工構築
法に係るものである。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a tunnel lining construction method for lining a mountain tunnel by using a precast concrete slab when the support is not required due to high quality rock.
【0002】[0002]
【従来の技術】従来は、NATMによる吹付けコンクリ
ート次覆工のあとに、プレキヤスト版を金具を用いて取
付け、同版を化粧版として仕上げてトンネルの覆工構築
が行なわれている。この際、一次覆工面とプレキヤスト
版よりなる化粧版との間を填隙するためにモルタル等を
注入して両者の一体化を図っている。
2. Description of the Related Art Conventionally, a tunnel lining is constructed by attaching a precast plate using metal fittings after a second lining of sprayed concrete by NATM and finishing the plate as a decorative plate. At this time, in order to fill the gap between the primary lining surface and the makeup plate made of the precast plate, mortar or the like is injected to integrate them.
【0003】[0003]
【発明が解決しようとする課題】前記従来工法において
は、コンクリート一次覆工面とプレキヤスト版とが安全
に一体化できないため、接合部の腐食や部材の風化進行
が早く、トンネル構造上有効な覆工構築が行なわれな
い。本発明は前記従来技術の有する問題点に鑑みて提案
されたもので、その目的とする処は、一次覆工と二次覆
工とが同時に構築され、施工性が向上され構造上信頼性
の高いトンネル覆工構築法を提供する点にある。
In the above-mentioned conventional method, since the concrete primary lining surface and the precast plate cannot be safely integrated, corrosion of joints and progress of weathering of members are fast, and effective lining for tunnel structure. No build is done. The present invention has been proposed in view of the above problems of the prior art, and the purpose thereof is to construct a primary lining and a secondary lining at the same time, to improve workability and structural reliability. The point is to provide a high tunnel lining construction method.
【0004】[0004]
【課題を解決するための手段】前記の目的を達成するた
め、本発明に係るトンネル覆工構築法によれば、トンネ
ル覆工長を複数分割した長さを有する枠状主体の地山対
向面にはコンクリート充填部が開口し、反対面には前記
枠状主体全面を掩覆する堰板部が配設された型枠兼用プ
レキヤストコンクリート版を地山に建込み、同プレキヤ
ストコンクリート版と地山との間に流動性がよい急硬化
コンクリートを注入、充填するものである。
In order to achieve the above object, according to the tunnel lining construction method of the present invention, a frame-shaped main body facing surface having a length obtained by dividing the tunnel lining length into a plurality of parts. A concrete filling part is opened on the opposite side, and a weir plate part covering the entire surface of the frame-shaped main body is arranged on the opposite side. Rapidly hardening concrete with good fluidity is poured and filled between the ground and the ground.
【0005】[0005]
【作用】本発明によれば型枠兼用プレキヤストコンクリ
ート版を地山に建込み、同プレキヤストコンクリート版
における枠状主体の地山対向面に開口するコンクリート
充填部に、流動性がよい急硬化コンクリートを注入し
て、前記プレキヤスト版における枠状主体及びその背面
堰板部と地山との間に充填し、短時間で硬化せしめるこ
とによって地山と前記プレキヤストコンクリート版とを
一体化する。
According to the present invention, a precast concrete slab that also serves as a formwork is built in the ground, and the concrete-filled portion of the precast concrete slab that opens to the ground-facing surface of the frame-shaped main body is rapidly hardened with good fluidity. Concrete is poured into the precast plate to fill the space between the frame-shaped main body and the back weir plate portion of the precast plate and the ground, and is cured in a short time to integrate the ground and the precast concrete plate.
【0006】次いで次の個所にプレキヤストコンクリー
ト版を建込み、前記同様の工程を反覆してトンネル覆工
を構築するものである。
Next, a precast concrete slab is built in the next place, and the tunnel lining is constructed by reversing the same process as above.
【0007】[0007]
【実施例】以下本発明を図示の実施例について説明す
る。A1 ,A2 ,A3 はトンネル覆工長を5分割した型
枠兼用プレキヤストコンクリート版で、方形の枠状主体
1の地山対向面には地山に開口し、且つ縦横の補強用枠
部片2で仕切られたコンクリート充填部3が設けられ、
反対面には同各凹部3の底板を構成するように前記枠状
主体1全体を掩覆する堰板部4が配設されている。
The present invention will be described below with reference to the illustrated embodiments. A 1 , A 2 , and A 3 are formwork precast concrete slabs that divide the length of the tunnel lining into 5 parts. The rectangular frame-shaped main body 1 has ground openings on the ground facing surface and for vertical and horizontal reinforcement. The concrete filling part 3 partitioned by the frame piece 2 is provided,
On the opposite surface, a dam plate portion 4 for covering the entire frame-shaped main body 1 is arranged so as to form the bottom plate of each recess 3.
【0008】なおA1 はトンネル断面両側下部に配設さ
れる型枠兼用プレキヤストコンクリート版で、長手方向
両端面に係合凸隆状5及び凹条溝6が設けられている。
2 はトンネル断面の天端に隣る両側部に配設される型
枠兼用プレキヤストコンクリート版で、一端面に前記プ
レキヤストコンクリート版A1 の突隆条5に係合する凹
条溝7が設けられ、他端面には接合金具貫通孔8を有す
る傾斜部9が形成されるとともに、作業用空所10が設
けられている。
A 1 is a precast concrete slab that also serves as a formwork and is arranged at the bottom of both sides of the tunnel cross section. Engaging convex ridges 5 and concave groove 6 are provided on both longitudinal end faces.
A 2 is a formwork precast concrete slab disposed on both sides adjacent to the top of the tunnel cross section, and one end face of which has a groove groove 7 for engaging with the protruding ridge 5 of the precast concrete slab A 1. Is provided, an inclined portion 9 having a joint fitting through hole 8 is formed on the other end surface, and a working space 10 is provided.
【0009】A3 はトンネル断面の天端に配設される型
枠兼用プレキヤストコンクリート版で、長手方向両端面
が接合金具貫通孔11を有する傾斜部12に形成される
とともに、作業用空所13が設けられている。而してト
ンネル掘削後、トンネル断面側方下部、例えば地山14
の左側下部に型枠兼用プレキヤストコンクリート版A1
を建込み、支持アーム15を介して地山面に対向した所
定位置に設置する。次いで前記プレキヤストコンクリー
ト版A 1 の堰板部4に設けたコンクリート打設孔16よ
り、コンクリート打設ノズル17を介して流動性に富む
急硬化コンクリート18をコンクリート混合器19か
ら、前記プレキヤストコンクリート版A1 と同版A1
側部に配設された妻型枠20と既設の覆工コンクリート
部21との間に注入し、同注入コンクリート18が硬化
すると支持アーム15を取外し、トンネル断面の右側下
部の覆工を前記同様に行なう。
A3Is a mold placed at the top of the tunnel section
A precast concrete slab that can also be used as a frame.
Is formed on the inclined portion 12 having the joint fitting through hole 11.
A working space 13 is also provided. Thus
After tunnel excavation, tunnel cross section lower side, for example, rock 14
On the lower left side of1
Where the building is built and faces the natural surface via the support arm 15.
Install in place. Next, the precast concrete
Version A 1The concrete pouring hole 16 provided in the weir plate part 4 of
And has high fluidity through the concrete pouring nozzle 17.
Quick-setting concrete 18 to concrete mixer 19
, The precast concrete slab A1Same as A1of
Gable formwork 20 arranged on the side and existing lining concrete
Injected between the part 21 and the injected concrete 18 hardened.
Then, the support arm 15 is removed, and the lower right side of the tunnel section is removed.
The lining of the part is performed in the same manner as above.
【0010】次いでトンネル断面左側下部の前記プレキ
ヤストコンクリート版A1 の上方に、前記凸隆条5及び
凹条溝7を介して前記プレキヤストコンクリート版A2
を継接して、前記同様の工程で同部の覆工を行なう。更
にトンネル断面右側下部のプレキヤストコンクリート版
1 上方に前記プレキヤストコンクリート版A2 を継接
してトンネル断面の両側部の覆工を行なう。
Next, above the precast concrete slab A 1 on the lower left side of the tunnel section, the precast concrete slab A 2 is provided via the convex ridge 5 and the concave groove 7.
And lining the same part in the same process as above. Further, the precast concrete slab A 2 is joined above the precast concrete slab A 1 on the lower right side of the tunnel cross section to cover both sides of the tunnel cross section.
【0011】最後に相対する左右のプレキヤストコンク
リート版A2 ,A2 間に前記プレキヤストコンクリート
版A3 を配設し、相隣る同各プレキヤストコンクリート
版A 2 ,A3 の各傾斜部9,12の接合金具貫通孔8,
11に接合金具22を挿貫緊締して前記プレキヤストコ
ンクリート版A3 を設置し、前記同様にしてトンネル断
面天端部の覆工を行なう。
[0011] Last left and right precast concrete
REIT version A2, A2Between said precast concrete
Edition A3Placing and adjoining the same precast concrete
Edition A 2, A3Through metal fitting through-holes 8 of the inclined portions 9 and 12,
Insert the fitting 22 into 11 and tighten it
Ncreet version A3Set up and disconnect the tunnel in the same manner as above.
Perform lining on the top edge.
【0012】なお前記プレキヤストコンクリート版
1 ,A2 ,A3 は地山とコンクリートとの一体化を図
るため、コンクリート面に凹凸やアンカー筋を設けてお
く。また流動性急硬化コンクリートは下記表−1に示す
配合のものを使用し、急硬剤はノズル先端部で添加、混
合され、所定位置に注入される。 表−1 流動性急硬コンクリートの配合例 骨材寸法 20〜15mm セメント量 360〜380kg/m3 W/C 48% s/a 52〜54% 混和剤(C×%) 高性能減水剤 1.5 急硬剤 8.0 なおトンネル切羽側に使用される前記妻型枠20は地山
の凹凸に対して自在に対応され、前記プレキヤストコン
クリート版の配置にあわせて設置され、順次移動して地
山とプレキヤストコンクリート版との間にコンクリート
を打設するものである。
The precast concrete slabs A 1 , A 2 and A 3 are provided with irregularities and anchor bars on the concrete surface in order to integrate the ground and the concrete. The fluid quick-hardening concrete has the composition shown in Table 1 below, and the quick-hardening agent is added and mixed at the tip of the nozzle and poured into a predetermined position. Table 1 flow hasty hardness formulation examples of concrete aggregate size 20~15mm cement weight 360~380kg / m 3 W / C 48 % s / a 52~54% admixture (C ×%) superplasticizer 1.5 Hardening agent 8.0 The gable formwork 20 used on the tunnel face side is flexibly adapted to the unevenness of the ground, and is installed according to the arrangement of the precast concrete slab and is moved sequentially to the ground. Concrete is placed between the mountain and the precast concrete plate.
【0013】[0013]
【発明の効果】従来のNATM工法では、トンネル覆工
は吹付けコンクリートによる一次覆工と、プレキヤスト
版による二次覆工によって構築されるが、本発明によれ
ば、枠状主体の地山対向面にはコンクリート充填部が開
口し、反対面には前記枠状主体の全面掩覆する堰板部が
配設されたプレキヤストコンクリート版を使用し、同版
に型枠を兼用せしめて、地山と同プレキヤストコンクリ
ート版との間に流動性がよい急硬化コンクリートを注
入、充填することによって、トンネル覆工に際して二次
覆工の必要がなくなり、工期が短縮される。
According to the conventional NATM method, the tunnel lining is constructed by the primary lining of shotcrete and the secondary lining of the precast plate. Use a precast concrete slab with a concrete filling section on the surface and a weir board that covers the entire frame-shaped main body on the opposite side. By injecting and filling rapid-curing concrete with good fluidity between the mountain and the precast concrete slab, there is no need for secondary lining during tunnel lining and the construction period is shortened.
【0014】また一次覆工の吹付けコンクリート工法を
用いないので、粉塵や材料リバウンドが発生せず、経済
的で、良好な環境のもとでのトンネル覆工の構築が可能
となる。更にまた本発明によれば、一次覆工と二次覆工
とが同時に構築され、一体化されるので、従来工法にお
ける如き、一次覆工面と化粧版との填隙用モルタルの充
填作業が不要となる。
Further, since the sprayed concrete construction method of the primary lining is not used, dust and material rebound do not occur, which makes it possible to construct a tunnel lining under an economical and favorable environment. Furthermore, according to the present invention, since the primary lining and the secondary lining are simultaneously constructed and integrated, there is no need to perform the filling work of the mortar for filling the gap between the primary lining surface and the makeup plate as in the conventional method. Becomes
【図面の簡単な説明】[Brief description of drawings]
【図1】本発明に係るトンネル覆工構築法の一実施例の
実施状況を示す縦断面図である。
FIG. 1 is a vertical sectional view showing an implementation state of an embodiment of a tunnel lining construction method according to the present invention.
【図2】本発明の方法の実施状況を示す部分拡大斜視図
である。
FIG. 2 is a partially enlarged perspective view showing how the method of the present invention is carried out.
【図3】トンネル断面側方下部に使用される型枠兼用プ
レキヤストコンクリート版接合部の斜視図である。
FIG. 3 is a perspective view of a formcast / precast concrete slab joint portion used at the lower side of the tunnel cross section.
【図4】トンネル断面の両側下部に使用される型枠兼用
プレキヤストコンクリート版の斜視図である。
FIG. 4 is a perspective view of a precast concrete slab that also serves as a formwork, which is used at the bottom of both sides of the tunnel cross section.
【図5】図4の矢視a−a図である。5 is a view taken along the line aa in FIG.
【図6】図4の矢視b−b図である。FIG. 6 is a view taken along the line bb in FIG.
【図7】トンネル断面の天端に隣る両側部に使用される
型枠兼用プレキヤストコンクリート版の斜視図である。
FIG. 7 is a perspective view of a formcasting precast concrete slab that is used on both sides of the tunnel section adjacent to the top end.
【図8】トンネル断面の天端に使用される型枠兼用プレ
キヤストコンクリート版の斜視図である。
FIG. 8 is a perspective view of a formwork-use precast concrete slab used at the top of a tunnel cross section.
【符号の説明】[Explanation of symbols]
1 型枠兼用プレキヤストコンクリート版 A2 型枠兼用プレキヤストコンクリート版 A3 型枠兼用プレキヤストコンクリート版 1 枠状主体 4 堰板部 14 地山 15 支持アーム 16 コンクリート打設孔 17 コンクリート打設ノズル 18 急硬化コンクリート 19 コンクリート混合器 20 妻型枠 21 既設の覆工コンクリートA 1 Formwork and precast concrete slab A 2 Formwork and precast concrete slab A 3 Formwork and precast concrete slab 1 Frame-shaped main body 4 Weir plate part 14 Ground 15 Support arm 16 Concrete pouring hole 17 Concrete pouring Nozzle 18 Rapid hardening concrete 19 Concrete mixer 20 Gable form 21 Existing lining concrete

Claims (1)

    【特許請求の範囲】[Claims]
  1. 【請求項1】 トンネル覆工長を複数分割した長さを有
    する枠状主体の地山対向面にはコンクリート充填部が開
    口し、反対面には前記枠状主体全面を掩覆する堰板部が
    配設された型枠兼用プレキヤストコンクリート版を地山
    に建込み、同プレキヤストコンクリート版と地山との間
    に流動性がよい急硬化コンクリートを注入、充填するこ
    とを特徴とするトンネル覆工構築法。
    1. A weir plate portion having a concrete-filled portion open on a ground-facing surface of a frame-shaped main body having a length obtained by dividing a tunnel lining length and covering the entire surface of the frame-shaped main body on the opposite surface. A precast concrete slab that also serves as a formwork is built in the ground, and a rapid-curing concrete with good fluidity is poured and filled between the precast concrete slab and the ground. Construction method.
JP3262102A 1991-10-09 1991-10-09 Construction method of tunnel lining Pending JPH0598893A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP3262102A JPH0598893A (en) 1991-10-09 1991-10-09 Construction method of tunnel lining

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP3262102A JPH0598893A (en) 1991-10-09 1991-10-09 Construction method of tunnel lining

Publications (1)

Publication Number Publication Date
JPH0598893A true JPH0598893A (en) 1993-04-20

Family

ID=17371068

Family Applications (1)

Application Number Title Priority Date Filing Date
JP3262102A Pending JPH0598893A (en) 1991-10-09 1991-10-09 Construction method of tunnel lining

Country Status (1)

Country Link
JP (1) JPH0598893A (en)

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS59210198A (en) * 1983-05-16 1984-11-28 Fujimi Kouken Kk Method of construction of tunnel secondary lining in method of natm construction by precast member
JPS63107695A (en) * 1986-10-21 1988-05-12 Ohbayashi Corp Injection execution control method in method of back-filling injection construction

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS59210198A (en) * 1983-05-16 1984-11-28 Fujimi Kouken Kk Method of construction of tunnel secondary lining in method of natm construction by precast member
JPS63107695A (en) * 1986-10-21 1988-05-12 Ohbayashi Corp Injection execution control method in method of back-filling injection construction

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