JP3321697B2 - Tunnel lining method using composite panels - Google Patents
Tunnel lining method using composite panelsInfo
- Publication number
- JP3321697B2 JP3321697B2 JP09590896A JP9590896A JP3321697B2 JP 3321697 B2 JP3321697 B2 JP 3321697B2 JP 09590896 A JP09590896 A JP 09590896A JP 9590896 A JP9590896 A JP 9590896A JP 3321697 B2 JP3321697 B2 JP 3321697B2
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- concrete
- steel plate
- composite panel
- bent steel
- 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
- Lining And Supports For Tunnels (AREA)
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、複合パネルを用い
るトンネル覆工工法に関する。新設トンネルの二次覆工
工法、又は既設トンネルの補修工法に供することができ
る。The present invention relates to a tunnel lining method using a composite panel. It can be used for secondary lining method for new tunnels or repair method for existing tunnels.
【０００２】[0002]
【従来の技術】従来、山岳の新設トンネルでは掘削直後
の地山崩壊を防止する目的で地山アンカー、コンクリー
ト吹付けによる一次覆工後にこれと協動する支保、及び
止水のため二次覆工が行われる。このうち、二次覆工は
通常、移動型枠を使用した場所打ちコンクリートで施工
されている。シールドトンネルでは、シールドマシンの
掘削推進に用いられる鋼製、鉄筋コンクリート製、鋳鉄
管のセグメントに裏込め注入を行い一次覆工とし、前記
と同様に二次覆工を行う場合が多い。また、既設トンネ
ルの補修は二次覆工のコンクリートをはつるか、そのま
まにしてトンネル内側に二次覆工の厚さに相当する空間
を設けて型枠を設置し、コンクリートを充填する方法で
行われている。2. Description of the Related Art Conventionally, in a new tunnel in a mountain, a ground anchor, a support cooperating with the primary lining by spraying concrete, and a secondary lining for water stoppage in order to prevent collapse of the ground immediately after excavation. Work is performed. Of these, the secondary lining is usually constructed of cast-in-place concrete using a movable formwork. In a shield tunnel, a primary lining is often performed by backfilling a steel, reinforced concrete, or cast iron pipe segment used for excavation promotion of a shield machine, and a secondary lining is often performed in the same manner as described above. In addition, repair of the existing tunnel is done by putting concrete of secondary lining or leaving a space equivalent to the thickness of the secondary lining inside the tunnel and installing a formwork and filling the concrete with concrete Is being done.
【０００３】これらの新設トンネルの二次覆工、既設ト
ンネルの補修は型枠を用いて場所打ちコンクリートで行
うため作業が煩雑で工期も長くなることから、最近は現
場組立式のプレキャスト版を用いる二次覆工の施工法、
或いは鋼板を用いる補修工法が提案されている。例え
ば、新設トンネルの場合につき具体例を挙げると、特公
平７−８８７５９号がある。特公平７−８８７５９号を
図１０により説明すると、一次覆工（セグメント２０）
の内方に工場製作のプレハブ版（プレキャスト版）２１
等の既製の分割体を組み立てて二次覆工を施工し、一次
覆工と二次覆工の周面間に間隙を確保し、この空間に止
水材２２を注入する覆工法を開示している。この方法に
よれば、二次覆工に用いているプレキャスト版は工場製
作のため品質が確保できるという利点がある。また、既
設トンネルの補修の場合につき具体例を挙げると、特公
平３−６８２００号がある。特公平３−６８２００号を
図１１により説明すると、老朽化した既設トンネルの内
周壁に沿って鋼板の内張材２３により内張りし、隙間に
グラウト材２４を注入するもので、既設トンネルの断面
積を殆ど減少させずにトンネル壁面の補修ができる利点
がある。[0003] The secondary lining of these new tunnels and the repair of the existing tunnels are performed using cast-in-place concrete using a formwork, so that the work is complicated and the construction period is long. Construction method of secondary lining,
Alternatively, a repair method using a steel plate has been proposed. For example, there is Japanese Patent Publication No. Hei 7-88759 as a specific example of the case of a new tunnel. FIG. 10 illustrates Japanese Patent Publication No. Hei 7-88759. Primary lining (segment 20)
Prefabricated version (precast version) 21 inside the factory
A secondary lining is constructed by assembling a ready-made divided body such as the above, a gap is secured between the peripheral surfaces of the primary lining and the secondary lining, and a lining method of injecting the water blocking material 22 into this space is disclosed. ing. According to this method, there is an advantage that the quality of the precast plate used for the secondary lining can be ensured because it is manufactured in a factory. As a specific example of repairing an existing tunnel, there is Japanese Patent Publication No. 3-68200. The Japanese Patent Publication No. 3-68200 will be described with reference to FIG. 11. The lining is made of a steel sheet lining material 23 along the inner peripheral wall of the deteriorated existing tunnel, and the grout material 24 is injected into the gap. There is an advantage that the wall surface of the tunnel can be repaired without substantially reducing the thickness.
【０００４】しかしながら、上記の従来の技術における
前者の特公平７−８８７５９号の方法では、プレキャス
ト版の重量が重いため取付作業が困難になるとともに止
水材の充填性を良好にする必要から、この注入空間を広
くする必要があり、トンネル掘削径を小さくする効果が
十分発揮できない、という問題点があった。また、後者
の特公平３−６８２００号の方法では、小規模トンネル
に対しては有効な技術であるが、内張り材（覆工版に相
当）が平面的な鋼板であるため構造的に大きな曲げ剛性
が得にくく、大断面トンネルには適用され難く、また、
内張材の鋼板の内周面には防食のため塗装を施す必要が
ある、という問題点があった。[0004] However, in the former method of Japanese Patent Publication No. 7-88759, the weight of the precast plate is heavy, so that the mounting work is difficult and the filling property of the waterproof material must be improved. There is a problem that the injection space needs to be widened and the effect of reducing the tunnel excavation diameter cannot be sufficiently exhibited. The latter method is effective for small-scale tunnels. However, since the lining material (corresponding to the lining plate) is a flat steel plate, a large bending is structurally required. It is difficult to obtain rigidity, it is difficult to apply to large section tunnels,
There is a problem that the inner peripheral surface of the steel sheet of the lining material needs to be coated for corrosion protection.
【０００５】[0005]
【発明が解決しようとする課題】本発明は、これらの問
題点を解決し、二次覆工のパネル自身で止水性を確保
し、パネル厚さを薄くできるため現地への輸送、組立て
時の重量を大幅に軽減でき、さらにパネルの構造として
高い強度を発揮できる、複合パネルを用いるトンネル覆
工工法を提供することを目的とする。SUMMARY OF THE INVENTION The present invention solves these problems and secures waterproofness by the panel of the secondary lining itself and can reduce the thickness of the panel. An object of the present invention is to provide a tunnel lining method using a composite panel, which can significantly reduce the weight and can exhibit high strength as a panel structure.
【０００６】[0006]
【課題を解決するための手段】上記の目的を達成するた
めに、本発明の複合パネルを用いるトンネル覆工工法
は、トンネルの周方向に沿って一個、又は複数個の、鋼
板とコンクリートからなる複合パネルを用いるトンネル
覆工工法であって、該複合パネルの鋼板は該トンネルの
長手方向に波状に折曲げ、ずれ止め付きの屈曲鋼板と
し、該屈曲鋼板の内側はプレキャストコンクリートで形
成され、該屈曲鋼板の外側は前記の屈曲鋼板の現地組立
後に注入されたコンクリートにより形成することにより
構成される。In order to achieve the above-mentioned object, a tunnel lining method using a composite panel according to the present invention comprises one or a plurality of steel plates and concrete along a circumferential direction of a tunnel. A tunnel lining method using a composite panel, wherein a steel sheet of the composite panel is bent in a wavy shape in a longitudinal direction of the tunnel, and is a bent steel sheet with slippage prevention, and the inside of the bent steel sheet is formed of precast concrete. The outer side of the bent steel plate is formed by forming concrete poured after the on-site assembly of the bent steel plate.
【０００７】本発明における複合パネルは、トンネルの
周方向に沿って一個、又は複数個のものとして形成され
る。ここで、複合パネルの個数は、後述する屈曲鋼板の
内側にコンクリートをプレキャストした段階での製品を
単位として数える。複合パネルが複数個の場合、例えば
２〜４個が好ましく、これらの複合パネルはトンネルの
周方向に沿って相互に結合し、一体的に組み立られた状
態とする。複合パネルの幅は、トンネル長手方向に一定
で、輸送、作業性の点から１ｍ〜３．５ｍの範囲が好ま
しい。ここで、トンネルとは、トンネルを新設する場合
と既設のトンネルを補修する場合の両者のトンネルを指
す。新設トンネルの場合、複合パネルがトンネルの内周
の壁体を構成することになり、既設トンネルの場合、既
設トンネルの形状と相似な形状を有するよう複合パネル
により既設トンネルを内張りする。既設トンネルは補修
のため一部をはつる場合がある。複合パネルの構造は、
鋼板とコンクリートからなる。ここで、鋼板はトンネル
の長手方向に波状に折曲げた形状とした屈曲鋼板を用い
る。また、コンクリートは、複合パネルの現地での組立
て後の状態を基準にして、屈曲鋼板の内側は工場等でプ
レキャストにより形成するコンクリート層とし、屈曲鋼
板の外側はトンネル内での屈曲鋼板の現地組立後にコン
クリートを注入するコンクリート層とする。複合パネル
はかかる複合構造により、トンネル周方向のパネル剛性
（ＥＩS ）とコンクリート部の剛性（ＥＩC ）の和（Ｅ
ＩS ＋ＥＩC ）とし、パネル厚さの低減、軽量化を図っ
た。その結果、新設トンネルであれば、掘削断面積を減
少させ、既設トンネルであれば、現状の断面積を比較的
減少させずに補修が行える。また、複合パネルは、上述
したように屈曲鋼板の内側のみを工場にてコンクリート
をプレキャストするので、パネルのトンネル内への搬入
と、その組立ては、複合パネル完成時のほぼ半分の重量
により取扱いを行うことができ、作業負荷を軽減するこ
とができる。運搬時や架設時の重量制約がある場合で
も、パネルの分割数を減らすことができる。さらに、屈
曲鋼板の内側にプレキャストされたコンクリート版は、
外側のコンクリートの注入、打設時において、そのため
の型枠としての役割を兼用する。従って、外側のコンク
リートを注入、打設するに際し、別途にそのための型枠
の組立て、撤去を行う必要はなく、現場でのコンクリー
ト注入、打設のための型枠組立て、撤去の手間を大幅に
削減することができる。The composite panel in the present invention is formed as one or a plurality of panels along the circumferential direction of the tunnel. Here, the number of composite panels is counted based on the product at the stage of precasting concrete inside a bent steel plate described later. When there are a plurality of composite panels, for example, two to four are preferable, and these composite panels are connected to each other along the circumferential direction of the tunnel to be integrally assembled. The width of the composite panel is constant in the longitudinal direction of the tunnel, and is preferably in the range of 1 m to 3.5 m from the viewpoint of transportation and workability. Here, the tunnel refers to both a case where a tunnel is newly established and a case where an existing tunnel is repaired. In the case of a new tunnel, the composite panel forms the inner wall of the tunnel. In the case of the existing tunnel, the existing panel is lined with the composite panel so as to have a shape similar to the shape of the existing tunnel. Existing tunnels may be partially removed for repairs. The structure of the composite panel is
Consists of steel plate and concrete. Here, a bent steel plate having a shape bent in a wavy shape in the longitudinal direction of the tunnel is used as the steel plate. For the concrete, based on the condition of the composite panel after assembly at the site, the inside of the bent steel plate is a concrete layer formed by precasting at the factory etc., and the outside of the bent steel plate is the local assembly of the bent steel plate in the tunnel It will be a concrete layer to be poured concrete later. With such a composite structure, the composite panel has the sum of the panel rigidity (EI S ) in the circumferential direction of the tunnel (EI S ) and the rigidity (EI C ) of the concrete part (E C ).
I S + EI C ) to reduce the panel thickness and weight. As a result, in the case of a new tunnel, the excavation cross-sectional area is reduced, and in the case of an existing tunnel, repair can be performed without relatively reducing the current cross-sectional area. Also, since the composite panel is precast with concrete only at the inside of the bent steel plate at the factory as described above, the loading of the panel into the tunnel and its assembly are handled with almost half the weight of the composite panel when completed. Can be performed, and the workload can be reduced. Even when there is a weight constraint during transportation or erection, the number of panel divisions can be reduced. In addition, the concrete plate precast inside the bent steel plate,
It also doubles as a formwork for casting and placing concrete on the outside. Therefore, it is not necessary to separately assemble and remove the formwork for injecting and casting concrete on the outside, and the labor of assembling and removing the formwork for concrete injection and casting at the site is greatly reduced. Can be reduced.
【０００８】複合パネルの屈曲鋼板には、ずれ止めを固
定して設け、コンクリートとの一体化を図る。複合パネ
ルは、ずれ止め付きの屈曲鋼板を介在させた内側コンク
リートと外側コンクリートとによるサンドウィッチ構造
であり、コンクリート同士の打継ぎはないので、この点
での弱点はない。また、複合パネルを構成する屈曲鋼板
は、内外がコンクリートで被覆されているので、防食性
は十分確保され、またそれ自体止水体として機能する。[0008] A slip plate is fixedly provided on the bent steel plate of the composite panel so as to be integrated with concrete. The composite panel has a sandwich structure of an inner concrete and an outer concrete with a bent steel plate with a slip prevention interposed therebetween, and there is no splicing between the concretes, so there is no weak point at this point. Moreover, since the inside and outside of the bent steel plate constituting the composite panel are covered with concrete, the anticorrosion property is sufficiently secured, and the bent steel plate itself functions as a water stop.
【０００９】屈曲鋼板の外側コンクリートは高流動コン
クリートを使用すれば、バイプレーターなしで高品質の
コンクリートを得ることができる。[0009] If high fluidity concrete is used as the outer concrete of the bent steel plate, high quality concrete can be obtained without a vibrator.
【００１０】[0010]
【発明の実施の形態】本発明の実施の形態を図面を参照
して説明する。図１において、新設のトンネルの形状に
相応させて掘削された地山２を覆って、すでに施工して
ある一次覆工３の内周に、二次覆工のために、本発明の
複合パネルを用いるトンネル覆工工法を実施した形態の
例を示す。図１において、複合パネル１は所定幅を有す
る４個のパネルであり、各複合パネル１ａ、１ｂ、１
ｃ、１ｄはトンネルの周方向に沿って相互に結合して設
置されている。複合パネル１は、鋼板とコンクリートと
の複合構造であり、その構造を図２により説明する。図
２は現地への搬入前に工場等で、屈曲鋼板４の内側にプ
レキャストによりコンクリート５ａを打設した段階を示
す。この段階での複合パネル１を現地に搬入し、組立て
し後、屈曲鋼板４の外側にコンクリート５ｂを注入、打
設し、複合パネル１全体の製作を完結する。図２におい
て、トンネルの周方向に複合パネル１を結合するボルト
孔６ａ、トンネルの長手方向に複合パネル１を結合する
ボルト孔６ｂを示す。また、複合パネル１の側面には止
水材７を備え、本例の複合パネル１は、複合パネル１の
現地組立て後に屈曲鋼板４の外側にコンクリートを注入
するコンクリート注入孔８を有する。Embodiments of the present invention will be described with reference to the drawings. In FIG. 1, the composite panel of the present invention is covered on the inner periphery of the primary lining 3 that has already been constructed by covering the ground 2 excavated in conformity with the shape of the new tunnel. 1 shows an example of an embodiment in which a tunnel lining method using the method is implemented. In FIG. 1, a composite panel 1 is four panels having a predetermined width, and each composite panel 1a, 1b, 1
c and 1d are connected to each other along the circumferential direction of the tunnel. The composite panel 1 has a composite structure of a steel plate and concrete, and the structure will be described with reference to FIG. FIG. 2 shows a stage in which concrete 5a is cast into the inside of the bent steel plate 4 by precasting at a factory or the like before being brought into the site. At this stage, the composite panel 1 is carried to the site and assembled, and then the concrete 5b is poured and poured into the outside of the bent steel plate 4 to complete the manufacture of the entire composite panel 1. FIG. 2 shows bolt holes 6a for connecting the composite panel 1 in the circumferential direction of the tunnel and bolt holes 6b for connecting the composite panel 1 in the longitudinal direction of the tunnel. In addition, a waterproof material 7 is provided on the side surface of the composite panel 1, and the composite panel 1 of this example has a concrete injection hole 8 for injecting concrete outside the bent steel plate 4 after assembling the composite panel 1 on site.
【００１１】図３は、屈曲鋼板の具体例を示す。屈曲鋼
板はトンネルの周方向において必要な剛性を発揮するよ
うに波ピッチＡ、波高Ｂ、板厚ｔを適宜定めて、鋼板を
トンネル長手方向に折り曲げる。図３（イ）、（ロ）、
（ハ）は鋼板を波状に折り曲げた形状を例示する。本発
明において、波状とはかかる形状、その類似形状を含め
た意味に使用する。屈曲鋼板として、そのために鋼板を
折り曲げて形成するか、或いは市販の床板、屋根、壁用
のデッキプレート、波板、折板から適宜選択して用いる
ことができる。図４は、屈曲鋼板４にずれ止め９を固定
した例を示す。図４（イ）はスタッドジベル９ａ、図４
（ロ）はフラットバー９ｂと溶接金網９ｃ、図４（ハ）
は屈曲鋼板４の内面の山部に立設した丸鋼９ｅに固定し
て配設した溶接金網９ｃと、屈曲鋼板４の外面の山部に
立設した丸鋼９ｅに固定して配設した格子状配鉄筋９ｄ
の例を示す。これらの屈曲鋼板４のずれ止め９は、屈曲
鋼板４と、コンクリート５ａ、５ｂとの一体化に寄与す
るだけでなく、強度部材として設計することができ、複
合パネル１を鋼板とコンクリートとの強固な合成構造と
して形成することができる。FIG. 3 shows a specific example of a bent steel plate. The bent steel sheet is bent in the longitudinal direction of the tunnel by appropriately setting the wave pitch A, the wave height B, and the sheet thickness t so as to exhibit necessary rigidity in the circumferential direction of the tunnel. Fig. 3 (a), (b),
(C) illustrates a shape obtained by bending a steel sheet in a wave shape. In the present invention, the term “wavy” is used to include such shapes and similar shapes. The bent steel plate may be formed by bending a steel plate for that purpose, or may be appropriately selected from commercially available floor plates, roofs, deck plates for walls, corrugated plates, and folded plates. FIG. 4 shows an example in which the slip stopper 9 is fixed to the bent steel plate 4. FIG. 4 (a) shows the stud dowel 9a, FIG.
(B) Flat bar 9b and welded wire mesh 9c, FIG.
Are welded metal meshes 9c fixedly arranged on the round steel 9e standing on the ridges on the inner surface of the bent steel plate 4 and fixed on the round steel 9e erected on the peaks on the outer surface of the bent steel plate 4. Grid-shaped rebar 9d
Here is an example. The slip stopper 9 of the bent steel plate 4 not only contributes to the integration of the bent steel plate 4 and the concrete 5a, 5b, but also can be designed as a strength member. It can be formed as a simple composite structure.
【００１２】次に、本発明の複合パネルを用いる覆工工
法の施工手順の例を、図５〜図９の図面を参照して説明
する。 （１）図５は、本発明の複合パネルを用いる覆工工法の
実施に先行して完了している一次覆工３を示す。一次覆
工３は、吹付けコンクリート１０とアンカーボルト１１
とからなり、新設のトンネルの形状に相応させて掘削さ
れた地山２を覆って、地山２を内張りする。 （２）図６において、一次覆工が完了したトンネル内の
両側の側壁の下端部に、側壁部の複合パネル１ａ、１ｄ
を支持コンクリート１２により固定する。ここで、複合
パネル１ａ、１ｄはプレキャストによりコンクリートを
打設されている。本例では、複合パネル１ａ、１ｄを支
持するため地山２に対してアンカーボルト１１ａを使用
している。 （３）図７において、トンネル坑外にて、アーチ部を構
成する複合パネル１ｂと１ｃを接合して、パネル運搬・
設置用台車１３のアーチ台１４に搭載させ、パネル運搬
・設置用台車１３を軌道１５により走行させ、トンネル
坑内の設置位置に搬入する。この際、複合パネル１ｂ、
１ｃが、側壁部の複合パネル１ａ、１ｄと接触しないよ
う上下伸縮液圧ジャッキ１６により持ち上げた状態にし
て搬入する。 （４）図８において、複合パネル１ｂ、１ｃを、上下伸
縮用液圧ジャッキ１６により下降させ、また左右スライ
ド用液圧ジャッキ１７により位置調整して、側壁部の複
合パネル１ａ、１ｄと接合する位置に据え付ける。アー
チ部の複合パネル１ｂ、１ｃと側壁部の複合パネル１
ａ、１ｄ、またトンネルの長手方向に隣接するアーチ部
の複合パネル１ｂ、１ｃ同士をボルト孔６を介してボル
ト接合する。パネル運搬・設置用台車１３はアーチ台１
４を下降させ、アーチ部の複合パネル１ｂ、１ｃから離
脱させる。 （５）図９において、複合パネル１を全体として組立
て、設置し、一次覆工３と複合パネル１の屈曲鋼板４の
外側との間隙空間にコンクリート５ｂに注入、充填した
状態を示す。本例では、高流動コンクリートを使用す
る。高流動コンクリートとしては、例えば特開平６−２
０５７５２号等があり、市販のものを使用することがで
きる。屈曲鋼板４の内側プレキャストのコンクリート５
ａを打設した複合パネル１は、屈曲鋼板４の外側にコン
クリート５ｂに打設するための型枠の役割を果たす。こ
のコンクリート注入のためのコンクリート注入孔８、空
気抜き口１８を設けている。また、本例では、注入コン
クリートの重量を考慮し、複合パネル１の変形、損傷を
防止するため、アーチ部の複合パネル１ｂ、１ｃを地山
２に固定するアンカーボルト１１を設けている。複合パ
ネルの接合部、ロックボルト固定部、コンクリート注入
口１８等にモルタルを充填し、トンネル内面を平滑に仕
上げる。本例では、トンネルの壁面に沿って複合パネル
を用いるトンネル覆工工法について説明したが、トンネ
ルの壁面に加えて、複合パネルはトンネルの路面１９に
ついて用いてもよい。 （６）なお、既設トンネルの場合も、このように新設ト
ンネルの場合に準じて実施することができる。この場
合、複合パネル１を現地で組立て、設置して後、既設ト
ンネルと複合パネル１の屈曲鋼板４の外側との間隙空間
にコンクリート５ｂに注入、充填することになる。Next, an example of a construction procedure of a lining method using the composite panel of the present invention will be described with reference to FIGS. (1) FIG. 5 shows the primary lining 3 which has been completed prior to the implementation of the lining method using the composite panel of the present invention. Primary lining 3 consists of shotcrete 10 and anchor bolt 11
And cover the ground 2 excavated in accordance with the shape of the newly constructed tunnel, and line the ground 2. (2) In FIG. 6, the composite panels 1a and 1d of the side walls are provided at the lower ends of the side walls on both sides in the tunnel after the primary lining is completed.
Is fixed by the supporting concrete 12. Here, the composite panels 1a and 1d are cast in concrete by precasting. In this example, an anchor bolt 11a is used for the ground 2 to support the composite panels 1a and 1d. (3) In FIG. 7, the composite panels 1b and 1c constituting the arch portion are joined outside the tunnel mine to carry the panel.
The installation carriage 13 is mounted on the arch stand 14, and the panel transport / installation carriage 13 is caused to travel by the track 15 and is carried into the installation position in the tunnel pit. At this time, the composite panel 1b,
1c is lifted up and down by the up-and-down telescopic hydraulic jack 16 so as not to come into contact with the composite panels 1a and 1d on the side walls, and is carried in. (4) In FIG. 8, the composite panels 1b and 1c are lowered by the hydraulic jacks 16 for up-and-down expansion and contraction, and the position is adjusted by the hydraulic jacks 17 for right and left sliding, and are joined to the composite panels 1a and 1d on the side walls. Install in position. Composite panel 1b, 1c of arch and composite panel 1 of side wall
a, 1d and the composite panels 1b, 1c of the arch part adjacent to each other in the longitudinal direction of the tunnel are bolted together via the bolt holes 6. The trolley 13 for panel transportation and installation is the arch table 1
4 is lowered to be separated from the composite panels 1b and 1c in the arch portion. (5) FIG. 9 shows a state in which the composite panel 1 is assembled and installed as a whole, and the concrete 5b is injected and filled into the gap space between the primary lining 3 and the outside of the bent steel plate 4 of the composite panel 1. In this example, high fluidity concrete is used. As a high fluidity concrete, for example, Japanese Unexamined Patent Publication No.
No. 05752, etc., and commercially available products can be used. Precast concrete 5 inside bent steel plate 4
The composite panel 1 in which a is cast plays the role of a formwork for driving the concrete 5b outside the bent steel plate 4. A concrete pouring hole 8 and an air vent 18 for pouring the concrete are provided. Further, in this example, in order to prevent the deformation and damage of the composite panel 1 in consideration of the weight of the poured concrete, the anchor bolts 11 for fixing the composite panels 1b and 1c of the arch portion to the ground 2 are provided. Mortar is filled into the joint of the composite panel, the lock bolt fixing portion, the concrete pouring port 18 and the like, and the inner surface of the tunnel is finished smoothly. In this example, the tunnel lining method using the composite panel along the wall surface of the tunnel has been described. However, in addition to the wall surface of the tunnel, the composite panel may be used on the road surface 19 of the tunnel. (6) In the case of an existing tunnel, the present invention can be implemented in a manner similar to the case of a new tunnel. In this case, after assembling and installing the composite panel 1 on site, the concrete 5b is injected and filled into the gap space between the existing tunnel and the outside of the bent steel plate 4 of the composite panel 1.
【００１３】[0013]
【実施例】本発明につき、新設トンネルに実施した場合
を上述の図面により具体例を説明する。図１において、
二次覆工は、トンネル内の両側の支持コンクリート１２
の上面を基準として、二次覆工の外周の両端間の幅は１
８ｍ、外周の頂部の高さ９ｍである。複合パネル１の内
外のコンクリート５ａ、５ｂの表面間の厚さは２００ｍ
ｍ、コンクリート５ａ、５ｂ間中央に屈曲鋼板４を介在
させる。屈曲鋼板４は図３（イ）のタイプのものを使用
し、波ピッチＡ１３５ｍｍ、波高Ｂ５７．５ｍｍ、板厚
ｔ７ｍｍである。ずれ止めは、図４（イ）のタイプのも
のを使用した。かかる仕様により、工法を実施し、二次
覆工の厚さを約２／３に軽減し、軽量化により施工性を
向上させ、工期を大幅に短縮することができた。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS A concrete example of the present invention applied to a new tunnel will be described with reference to the above-mentioned drawings. In FIG.
The secondary lining consists of supporting concrete 12 on both sides of the tunnel.
The width between both ends of the outer periphery of the secondary lining is 1
The height is 8 m, and the height at the top of the outer circumference is 9 m. The thickness between the surfaces of the concrete 5a and 5b inside and outside the composite panel 1 is 200 m
m, the bent steel plate 4 is interposed between the concretes 5a and 5b. The bent steel plate 4 is of the type shown in FIG. 3A and has a wave pitch A of 135 mm, a wave height B of 57.5 mm, and a plate thickness t of 7 mm. The stopper shown in FIG. 4A was used. According to such specifications, the construction method was implemented, the thickness of the secondary lining was reduced to about ／, the workability was improved by reducing the weight, and the construction period was significantly reduced.
【００１４】[0014]
【発明の効果】本発明の複合パネルを用いるトンネル覆
工工法によれば、屈曲鋼板とコンクリートの複合構造か
らなる複合パネルを用いるため、パネル厚さを薄くでき
る。その結果、トンネルに使用した場合に、その分トン
ネル掘削断面を小さくでき、掘削工事、及び掘削土処分
等において経済的で、工期短縮できる。トンネルの有効
空間を有利に確保することができる。また、複合パネル
は半プレキャストの状態でトンネル内に搬入、組立てす
るため軽量となり、取付け作業が容易であるばかりでな
く、現場での屈曲鋼板の外側へのコンクリート打設に際
し、型枠として機能する。そのため、別途に型枠を用意
し、設置する必要がない。複合パネルは、ずれ止め付き
の屈曲鋼板とコンクリートとの複合構造であるため、鋼
板とコンクリートとの一体的で強固な構造体として形成
することができる。更に、複合パネルを構成する屈曲鋼
板で確実な止水性が得られる。また、屈曲鋼板は内外の
コンクリートで覆われているため腐蝕の心配がない。According to the tunnel lining method using the composite panel of the present invention, since the composite panel having the composite structure of the bent steel plate and the concrete is used, the panel thickness can be reduced. As a result, when used in a tunnel, the tunnel excavation cross section can be reduced accordingly, and it is economical and the construction period can be shortened in excavation work and excavated soil disposal. The effective space of the tunnel can be advantageously secured. In addition, the composite panel is loaded into the tunnel in a semi-precast state and assembled, so it is lightweight, not only easy to install, but also functions as a formwork when casting concrete outside the bent steel plate at the site. . Therefore, it is not necessary to separately prepare and install a mold. Since the composite panel has a composite structure of a bent steel plate and concrete with slippage prevention, it can be formed as an integral and strong structure of the steel plate and concrete. Furthermore, a reliable water stop can be obtained with the bent steel plate constituting the composite panel. In addition, since the bent steel plate is covered with the inside and outside concrete, there is no fear of corrosion.
【図１】本発明の複合パネルを用いるトンネル覆工工法
により実施された二次覆工の例を示す図である。FIG. 1 is a view showing an example of a secondary lining implemented by a tunnel lining method using a composite panel of the present invention.
【図２】本発明の複合パネルの例を示す図である。FIG. 2 is a diagram showing an example of a composite panel according to the present invention.
【図３】本発明の複合パネルの構成要素である屈曲鋼板
の例を示す図である。FIG. 3 is a diagram showing an example of a bent steel plate as a component of the composite panel of the present invention.
【図４】本発明の複合パネルの屈曲鋼板に、ずれ止めを
固定した例を示す図である。複合パネルの屈曲鋼板の内
側にプレキャストコンクリートを打設して内張りし、現
地への搬入前における複合パネルの状態を示す図であ
る。FIG. 4 is a view showing an example in which a slip stopper is fixed to a bent steel plate of the composite panel of the present invention. It is a figure which shows the state of a composite panel before carrying in precast concrete inside a bent steel plate of a composite panel, and carrying in to the field.
【図５】図５〜図９は、本発明の複合パネルを用いるト
ンネル覆工工法の実施の手順の例を説明する図である。
図５は本発明の実施に先行して施工した一次覆工の例を
示す。FIG. 5 to FIG. 9 are diagrams illustrating an example of a procedure for implementing a tunnel lining method using the composite panel of the present invention.
FIG. 5 shows an example of a primary lining constructed prior to the implementation of the present invention.
【図６】図６は側壁部の複合パネルを固定した例を示すFIG. 6 shows an example in which a composite panel of a side wall portion is fixed.
【図７】図７はアーチ部の複合パネルをトンネルの坑内
に搬入した状態を示す図である。FIG. 7 is a view showing a state in which the composite panel of the arch portion has been carried into the tunnel pit.
【図８】図８は側壁部の複合パネルとアーチ部の複合パ
ネルとを接合した状態を示す図である。FIG. 8 is a view showing a state where the composite panel on the side wall portion and the composite panel on the arch portion are joined.
【図９】図９は複合パネルの組立てを完了し、二次覆工
を完成した状態を示す図である。FIG. 9 is a view showing a state where assembly of the composite panel is completed and secondary lining is completed.
【図１０】従来の技術を説明する図である。FIG. 10 is a diagram illustrating a conventional technique.
【図１１】別の従来の技術を説明する図である。FIG. 11 is a diagram illustrating another conventional technique.
１ 複合パネル ２ 地山 ３ 一次覆工 ４ 屈曲鋼板 ５ コンクリート ６ ボルト孔 ７ 止水材 ８ コンクリート注入孔 ９ ずれ止め １０ 吹付けコンクリート １１ アンカーボルト １２ 支持コンクリート １３ パネル運搬・設置用台車 １４ アーチ台 １５ 軌道 １６ 上下伸縮用液圧ジャッキ １７ 左右スライド用ジャッキ １８ 空気抜き口 １９ 路面 ２０ 一次覆工（セグメント） ２１ プレハブ版（プレキャスト版） ２２ 止水材 ２３ 内張材 ２４ グラウト材 DESCRIPTION OF SYMBOLS 1 Composite panel 2 Ground 3 Primary lining 4 Bent steel plate 5 Concrete 6 Bolt hole 7 Waterproof material 8 Concrete pouring hole 9 Non-stopping 10 Shotcrete 11 Anchor bolt 12 Supporting concrete 13 Panel transport / installation trolley 14 Arch stand 15 Track 16 Vertically expanding and contracting hydraulic jack 17 Right and left sliding jack 18 Air vent 19 Road surface 20 Primary lining (segment) 21 Prefabricated plate (precast plate) 22 Waterproof material 23 Lining material 24 Grout material
フロントページの続き (72)発明者 郡司 盛 東京都千代田区大手町２−６−３ 新日 本製鐵株式会社内 (72)発明者 竹内 貴司 東京都千代田区大手町２−６−３ 新日 本製鐵株式会社内 (56)参考文献 特開 平６−248880（ＪＰ，Ａ) 特開 平６−206752（ＪＰ，Ａ) 実開 平１−176199（ＪＰ，Ｕ) 特公 平７−88759（ＪＰ，Ｂ２) 特公 平３−68200（ＪＰ，Ｂ２) 実公 昭44−2905（ＪＰ，Ｙ１) (58)調査した分野(Int.Cl.7，ＤＢ名) E21D 11/04 E21D 11/10 E21D 11/20 Continuing on the front page (72) Inventor Mori Gunji 2-6-3 Otemachi, Chiyoda-ku, Tokyo Nippon Steel Corporation (72) Inventor Takashi Takeuchi 2-6-3 Otemachi, Chiyoda-ku, Tokyo New Japan (56) References JP-A-6-248880 (JP, A) JP-A-6-206752 (JP, A) JP-A-1-176199 (JP, U) JP 7-88759 (JP, B2) Tokiko Hei 3-68200 (JP, B2) Jiko 44-2905 (JP, Y1) (58) Fields investigated (Int. Cl. 7 , DB name) E21D 11/04 E21D 11 / 10 E21D 11/20
Claims (3)
数個の、鋼板とコンクリートからなる複合パネルを用い
るトンネル覆工工法であって、該複合パネルの鋼板は該
トンネルの長手方向に波状に折曲げ、ずれ止め付きの屈
曲鋼板とし、該屈曲鋼板の内側はプレキャストコンクリ
ートで形成され、該屈曲鋼板の外側は前記の屈曲鋼板の
現地組立後に注入されたコンクリートにより形成するこ
とを特徴とする複合パネルを用いるトンネル覆工工法。1. A tunnel lining method using one or a plurality of composite panels made of a steel plate and concrete along a circumferential direction of a tunnel, wherein the steel plates of the composite panels are wavy in the longitudinal direction of the tunnel. Bending, a bent steel plate with slippage prevention, the inside of the bent steel plate is formed of precast concrete, and the outside of the bent steel plate is formed of concrete poured after the on-site assembly of the bent steel plate. Tunnel lining method using panels.
流動コンクリートを用いることを特徴とする請求項１記
載の複合パネルを用いるトンネル覆工工法。2. The tunnel lining method using a composite panel according to claim 1, wherein the concrete poured after the on-site assembly uses high-fluidity concrete.
ネルの補修のための請求項１、又は請求項２記載の複合
パネルを用いるトンネル覆工工法。3. A tunnel lining method using a composite panel according to claim 1 or 2 for repairing a secondary lining of a new tunnel or repairing an existing tunnel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP09590896A JP3321697B2 (en) | 1996-03-27 | 1996-03-27 | Tunnel lining method using composite panels |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP09590896A JP3321697B2 (en) | 1996-03-27 | 1996-03-27 | Tunnel lining method using composite panels |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH09268888A JPH09268888A (en) | 1997-10-14 |
| JP3321697B2 true JP3321697B2 (en) | 2002-09-03 |
Family
ID=14150400
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP09590896A Expired - Lifetime JP3321697B2 (en) | 1996-03-27 | 1996-03-27 | Tunnel lining method using composite panels |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3321697B2 (en) |
Cited By (1)
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|---|---|---|---|---|
| CN105927246A (en) * | 2016-03-23 | 2016-09-07 | 中山大学 | High-pressure tunnel lining concrete uplift failure repair method |
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| JP2006225906A (en) * | 2005-02-16 | 2006-08-31 | Public Works Research Institute | Method for reinforcing tunnel lining concrete |
| KR100894118B1 (en) * | 2007-07-19 | 2009-04-20 | 한국건설기술연구원 | Side mold for tunnel lining form and manufacturing method thereof |
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| JP5316895B2 (en) * | 2010-03-08 | 2013-10-16 | 清水建設株式会社 | Tunnel lining method |
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| CN111396098A (en) * | 2020-05-19 | 2020-07-10 | 沈阳建筑大学 | Tunnel assembly type supporting structure capable of realizing dynamic reinforcement and construction method thereof |
| CN112983541B (en) * | 2021-04-01 | 2022-08-09 | 中国人民解放军军事科学院国防工程研究院工程防护研究所 | Repair and treatment method suitable for deep tunnel inverted arch damage |
| CN113931664A (en) * | 2021-10-15 | 2022-01-14 | 中国铁建重工集团股份有限公司 | Assembled arch steel construction |
-
1996
- 1996-03-27 JP JP09590896A patent/JP3321697B2/en not_active Expired - Lifetime
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105927246A (en) * | 2016-03-23 | 2016-09-07 | 中山大学 | High-pressure tunnel lining concrete uplift failure repair method |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH09268888A (en) | 1997-10-14 |
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