JPH057520B2 - - Google Patents
Info
- Publication number
- JPH057520B2 JPH057520B2 JP59241912A JP24191284A JPH057520B2 JP H057520 B2 JPH057520 B2 JP H057520B2 JP 59241912 A JP59241912 A JP 59241912A JP 24191284 A JP24191284 A JP 24191284A JP H057520 B2 JPH057520 B2 JP H057520B2
- Authority
- JP
- Japan
- Prior art keywords
- reinforcing bars
- main reinforcing
- reinforcing
- main
- bars
- 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 178
- 229910000831 Steel Inorganic materials 0.000 claims description 29
- 239000010959 steel Substances 0.000 claims description 29
- 239000011435 rock Substances 0.000 claims description 21
- 239000004567 concrete Substances 0.000 claims description 20
- 238000003466 welding Methods 0.000 claims description 13
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 9
- 238000005452 bending Methods 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 4
- 238000009826 distribution Methods 0.000 claims description 4
- 238000010276 construction Methods 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 2
- 239000011378 shotcrete Substances 0.000 description 22
- 239000002184 metal Substances 0.000 description 6
- 238000003780 insertion Methods 0.000 description 3
- 230000037431 insertion Effects 0.000 description 3
- 239000002131 composite material Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000000452 restraining effect Effects 0.000 description 2
- 239000011230 binding agent Substances 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000003754 machining Methods 0.000 description 1
Landscapes
- Lining And Supports For Tunnels (AREA)
Description
【発明の詳細な説明】
〔産業上の利用分野〕
この発明は、鉄筋支保工とこの鉄筋支保工を用
いる地山壁面の構築方法に関する。DETAILED DESCRIPTION OF THE INVENTION [Industrial Field of Application] The present invention relates to a reinforcing bar support and a method of constructing a rock wall surface using the reinforcing bar support.
近年地下タンク、トンネルなどの地山掘削に用
いる施工法は、吹付コンクリートおよびロツクボ
ルトを主たる支保メンバーとし、地山の支持力を
利用するものが主流をなしている。
In recent years, the mainstream construction method used for excavating underground tanks, tunnels, etc. is to use shotcrete and rock bolts as the main supporting members, and utilize the bearing capacity of the ground.
ところで、支保材の剛性を高めたり、吹付けコ
ンクリートやロツクボルトの支保機能が発揮され
るまでの間に切羽の安定を図つたり、鋼管や鋼矢
板などによつて切羽の先受けを行うさいの支点を
必要とする場合には、Ｈ形鋼等の鋼製支保工を使
用することが多かつた。 By the way, it is important to increase the rigidity of the supporting material, to stabilize the face until the supporting function of shotcrete and rock bolts is activated, and to support the face with steel pipes, steel sheet piles, etc. When a fulcrum was required, steel supports such as H-beams were often used.
しかしながら、Ｈ形鋼等を用いた従来の鋼製支
保工の場合には、その背面やウエーブの部分に吹
付コンクリートが十分に回らないため、前記支保
工と吹付コンクリートとが一体の構造物になら
ず、また二次覆工コンクリートとのなじみが悪い
とともに、トンネルなどの長さ方向に順次所要の
長さに施工された隣接する吹付コンクリートどう
しの連結が不充分なものとなつていた。
However, in the case of conventional steel shoring using H-beams, etc., the shotcrete does not flow sufficiently around the back and wave parts, so if the shoring and shotcrete are integrated into an integrated structure. Moreover, it was not compatible with the secondary lining concrete, and the connection between adjacent shotcrete concrete, which was sequentially applied to the required length in the length direction of the tunnel, was insufficient.
さらに、Ｈ形鋼を用いた鋼製支保工は、その形
状ゆえに現場での曲げ加工が容易ではないという
問題、そして切羽の先受けに用いられる鋼管ある
いは鋼矢板は、鋼製支保工を支点とするために、
Ｈ形鋼のウエーブに前記鋼管等を挿通する穴をあ
けるか、上フランジの上に打設しなければならな
い。そのため結果的に、指し込み角度が大きくな
ることになりこのため余堀が増大してしまい、作
業性が悪いという問題があつた。 Furthermore, steel shoring using H-shaped steel has the problem that it is not easy to bend on site due to its shape, and the steel pipes or sheet piles used for receiving the tip of the face do not use the steel shoring as a fulcrum. In order to
A hole must be made in the wave of the H-shaped steel for the steel pipe, etc. to be inserted, or it must be cast onto the upper flange. As a result, the insertion angle becomes large, resulting in an increase in overcutting, resulting in a problem of poor workability.
のの発明は、吹付コンクリートのまわりをよく
してコンクリートと支保工とを一体構造として十
分な強度を得、しかも作業性にもすぐれた支保工
及び支保工を用た地山壁面の構築方法を提供を目
的とするものである。 Nono's invention provides a method for constructing a ground wall surface using a shoring and a shoring, which improves the coverage of shotcrete, integrates the concrete and shoring into an integral structure, and obtains sufficient strength, and also has excellent workability. It is intended for the purpose of providing.
第一の発明は、鉄筋支保工を、断面多角形の各
コーナ部分に位置するような関係位置に配した三
本以上の主鉄筋と、これらの主鉄筋の両端を互い
に連結して固着される一対の固着部材と、各主鉄
筋を互いに連結する補強部材とから形成し、前記
補強部材を、各主鉄筋に熔接によりそれぞれ固定
してそれら各主鉄筋を互いに連結する構成とし、
かつ、各主鉄筋の少なくとも一つに対する補強部
材の熔接位置を、各主鉄筋で囲まれた空間内にお
いて主鉄筋の内側に内装する形態で熔接し、かつ
補強部材を前記各主鉄筋が所望の形状に変形可能
となる間隔に配置して構成したものである。
In the first invention, a reinforcing bar support is fixed to three or more main reinforcing bars placed in related positions such as at each corner of a polygonal cross section, and both ends of these main reinforcing bars are connected to each other. It is formed from a pair of fixing members and a reinforcing member that connects the main reinforcing bars to each other, and the reinforcing member is fixed to each of the main reinforcing bars by welding to connect the main reinforcing bars to each other,
In addition, the reinforcing member is welded to at least one of the main reinforcing bars so that the reinforcing member is welded inside the main reinforcing bar in a space surrounded by each main reinforcing bar, and the reinforcing member is welded to at least one of the main reinforcing bars at a desired position. They are arranged at intervals that allow them to be deformed into shapes.
そして、第二の発明は上記のような構成の鉄筋
支保工を用いて地山壁面を安定させ、ついでコン
クリートを吹き付けて地山を支持するようにした
地山壁面の構築方法である。 The second invention is a method for constructing a rock wall, in which the rock wall is stabilized using the reinforcing steel support constructed as described above, and then concrete is sprayed to support the rock.
また、第三の発明は、上記鉄筋支保工を用い
て、地山壁面を安定させ、鉄筋支保工の内空側の
主鉄筋を被覆して保護した後にコンクリートを吹
き付け、ついで被覆を取り外して露出させた主鉄
筋に配力筋を装着させ、その後にさらにコンクリ
ートを打継ぐようにした地山壁面の構築方法であ
る。 In addition, the third invention uses the above-mentioned reinforcing bar support to stabilize the ground wall surface, cover and protect the main reinforcing bars on the inner side of the reinforcing bar support, then spray concrete, and then remove the covering and expose them. This is a method of constructing a ground wall in which distribution bars are attached to the main reinforcing bars, and then concrete is poured.
第１図から第５図までは、この発明の一実施例
を示すもので、まず鉄筋支保工１を準備する。こ
の鉄筋支保工１は、三本の異形鉄筋（主鉄筋）１
ａを、横断面がほぼ三角形のコーナ部分に位置す
るような関係位置となるように、長さ方向に互い
に平行に延出させて配し、かつ各異形鉄筋１ａの
その両端を溶接などによつて矩形の固着部材１ｂ
に固着するとともに、前記三本の異形鉄筋１ａを
補強部材１ｃによつて互いに連結して構成したも
のである。
1 to 5 show an embodiment of the present invention. First, a reinforcing bar support 1 is prepared. This reinforcing bar support 1 consists of three deformed reinforcing bars (main reinforcing bars) 1
a are arranged so that they extend parallel to each other in the length direction so that the cross sections are located at the corners of a substantially triangular shape, and both ends of each deformed reinforcing bar 1a are welded or the like. Rectangular fixing member 1b
The three deformed reinforcing bars 1a are connected to each other by a reinforcing member 1c.
なお、前記補強部材１ｃは、三角形状に折曲さ
せた一対の連結部材１ｄを、山状に傾斜させて、
鉄筋支保工に形成した後において各補強部材間に
おいて主鉄筋を所望の形状に曲げ変形可能とする
十分な間隔をあけて、溶接などによつて前記三本
の異形鉄筋１ａを互いに連結するように構成した
ものである。即ち、実施例においては、前記補強
部材１ｃは、各異形鉄筋（主鉄筋）１ａに熔接に
よりそれぞれ固定されてそれら各異形鉄筋１ａを
互いに連結する構成であり、その場合に、各異形
鉄筋１ａに対する補強部材１ｃの熔接位置が、第
１図ないし第４図に示すように、各異形鉄筋１ａ
で囲まれた空間内において各異形鉄筋１ａの内側
に内接する形態で熔接されている。 The reinforcing member 1c has a pair of connecting members 1d bent into a triangular shape, which are tilted into a mountain shape.
After forming the reinforcing bar support, the three deformed reinforcing bars 1a are connected to each other by welding or the like, with a sufficient gap between each reinforcing member to allow bending and deformation of the main reinforcing bars into a desired shape. It is composed of That is, in the embodiment, the reinforcing member 1c is fixed to each deformed reinforcing bar (main reinforcing bar) 1a by welding to connect the deformed reinforcing bars 1a to each other. As shown in FIGS. 1 to 4, the welding position of the reinforcing member 1c is
The deformed reinforcing bars 1a are welded so as to be inscribed inside each deformed reinforcing bar 1a in a space surrounded by .
また、連結部材１ｄを地山側に位置させる主鉄
筋と連結する配置位置は、第１図、第２図に示す
ように主鉄方向に等間隔として配置し、地山に当
接するように変形させる場合に曲げ変形させやす
いようにして地山になじませやすくしている。 In addition, the connecting members 1d are arranged at equal intervals in the direction of the main reinforcing bars as shown in Figs. 1 and 2, and are deformed so as to come into contact with the ground. This makes it easy to bend and deform when necessary, making it easier to blend into the ground.
すなわち、この鉄筋支保工１は、三本の異形鉄
筋１ａを用いており、また、各主鉄筋に対する補
強部材の熔接位置を、各異形鉄筋で囲まれた空間
内において異形鉄筋の内側に内接する形態で熔接
することにより、異形鉄筋自体の曲げ変形に対す
る補強部材の拘束力を小さくし、かつ各種補強部
材間の間隔を十分にあけて設けトラス構造のよう
に剛にはならないようにしているので、従来のＨ
形鋼を用いた鋼製支保工に比べ、トンネルの地山
２の壁面形状に自在に合わせた曲げ加工などの変
形が容易であり、また、前記異形鉄筋１ａには、
後述する吹付けコンクリート９が完全に付着する
ので、前記異形鉄筋１ａと該吹付コンクリート９
とが一体の構造物となる。しかも地山２の強度や
トンネルの地山２の壁面形状によつて、異形鉄筋
１ａあるいは補強部材１ｃの剛性や間隔等を変え
ることにより、前記鉄筋支保工１の剛性を変形可
能な範囲において任意にかつ容易に変えて調節す
ることができる。 That is, this reinforcing bar support 1 uses three deformed reinforcing bars 1a, and the welding position of the reinforcing member to each main reinforcing bar is inscribed inside the deformed reinforcing bars within the space surrounded by each deformed reinforcing bar. By welding in this shape, the restraining force of the reinforcing members against the bending deformation of the deformed reinforcing bars themselves is reduced, and the various reinforcing members are spaced sufficiently apart to prevent them from becoming rigid like a truss structure. , conventional H
Compared to steel shoring using shaped steel, it is easier to deform by bending to suit the wall shape of the tunnel ground 2, and the deformed reinforcing bars 1a include
Since the shotcrete 9 described later is completely attached, the deformed reinforcing bars 1a and the shotcrete 9
and become an integrated structure. Furthermore, by changing the rigidity, spacing, etc. of the deformed reinforcing bars 1a or reinforcing members 1c depending on the strength of the ground 2 and the wall shape of the tunnel ground 2, the rigidity of the reinforcing bar support 1 can be adjusted arbitrarily within a deformable range. It can be easily changed and adjusted.
このように構成された鉄筋支保工１は、第１図
に示すようにそのうちの二本の異形鉄筋１ａを地
山２の壁面に接するように、前記固着部材１ｂど
うしを当接し、該固着部材１ｂに設けられた二つ
以上の孔１ｅに、ボルトなどを挿通して順次トン
ネルの地山２の壁面全周にわたつて連結して地山
２を一時的に安定させる。この場合、トンネルの
地山の形状が極端に標準断面に比較して変形して
いる場合には、トンネルの地山２の壁面形状に合
わせて、あらかじめ前記鉄筋支保工１を曲げ加工
をするなどして変形させておく必要がある。 As shown in FIG. 1, the reinforcing bar support 1 configured in this manner has two deformed reinforcing bars 1a in contact with the wall surface of the ground 2, and the fixing members 1b are brought into contact with each other, and the fixing members The ground 2 is temporarily stabilized by inserting bolts or the like into two or more holes 1e provided in the hole 1b and sequentially connecting the whole wall surface of the ground 2 of the tunnel. In this case, if the shape of the tunnel's ground is extremely deformed compared to the standard cross section, the reinforcing bar support 1 may be bent in advance to match the wall shape of the tunnel's ground 2. It is necessary to deform it by doing so.
地山によつては、必要に応じて、次に、トンネ
ルの長さ方向に所要間隔をおいて建込まれた前記
鉄筋支保工１を、コ字状のタイロツトボルト８の
両端部を、前記鉄筋支保工１の地山２側の異形鉄
筋１ａの側部に設けられたパイプ８ａに挿入する
ことによつて互いに連結する。なお、前記鉄筋支
保工１どうしの間には、前記タイロツトボルト８
ばかりではなく、地山２にそつて線材を縦横に組
みつけた金網を配設すると地山２に対する後述の
吹付コンクリート９の付着状態や強度を十分なも
のにできる。 Depending on the ground, if necessary, the reinforcing steel supports 1 erected at required intervals in the length direction of the tunnel are installed at both ends of the U-shaped tie bolts 8. They are connected to each other by being inserted into pipes 8a provided on the sides of the deformed reinforcing bars 1a on the ground 2 side of the reinforcing bar support 1. Note that the tie bolts 8 are installed between the reinforcing steel supports 1.
In addition, by disposing a wire mesh made of wire rods vertically and horizontally along the ground 2, the adhesion and strength of shotcrete 9, which will be described later, to the ground 2 can be made sufficient.
さらに内空側に位置する異形鉄筋１ａをゴムホ
ース３の長さ方向に切りさいて設けられた嵌入溝
から該ゴムホース３に嵌入させて異形鉄筋１ａに
吹付コンクリートが付着しないように被覆して保
護する（第２図）。ここで、補強部材１ｃは異形
鉄筋１ａの内側において内接する形態で熔接され
ているから、ゴムホース３を異形鉄筋１ａに被せ
て装着する際にその補強部材１ｃが邪魔になら
ず、したがつてその作業性が極めて良好なものと
なる。即ち、例えばこの異形鉄筋１ａを外側から
囲むようにま巻き付けた形態で補強筋などの補強
部材を熔接した構成とした場合、異形鉄筋１ａに
ゴムホース３を被せる際にその補強部材が邪魔に
なつて被せられず、このため、ゴムホース３を補
強部材の配設間隔に相当する長さに短く切断した
状態で被せる作業を必要とすることになるが、実
施例においては固着部材間の長さのゴムホース３
を用いて異形鉄筋１ａに対して一度に被せてしま
うことができる。 Furthermore, the deformed reinforcing bar 1a located on the inner space side is cut in the length direction of the rubber hose 3 and inserted into the rubber hose 3 through a fitting groove provided, thereby covering and protecting the deformed reinforcing bar 1a from adhesion of shotcrete. (Figure 2). Here, since the reinforcing member 1c is welded so as to be inscribed inside the deformed reinforcing bar 1a, the reinforcing member 1c does not get in the way when the rubber hose 3 is mounted over the deformed reinforcing bar 1a. Workability becomes extremely good. That is, for example, if a reinforcing member such as reinforcing bar is welded to the deformed reinforcing bar 1a wrapped around it from the outside, the reinforcing member may get in the way when the rubber hose 3 is placed over the deformed reinforcing bar 1a. Therefore, it is necessary to cut the rubber hose 3 short to a length corresponding to the spacing between the reinforcing members and then cover it. 3
can be used to cover the deformed reinforcing bars 1a at once.
また、地山２の状況に応じて先受け用の鋼管４
を、前記鉄筋支保工１の内空側の異形鉄筋１ａと
地山２側の異形鉄筋１ａとの間〓に挿通して切羽
２ａから掘進断面の外周にそつて地山２に打設し
て掘進に先行して地山壁面を安定させる（第３
図）。したがつて、従来のＨ形鋼を用いた鋼製支
保工の場合には、鋼管４の指し込み角度を小さく
するためＨ形鋼のウエーブの部分に鋼管４を挿通
する穴をあける必要があつたが、この発明の鉄筋
支保工１では鉄筋を用いて空間を大きくとつて鋼
管４の自由度を大にしているので、穴をあけるよ
うな加工を必要とせず、指し込み角度の選択も自
由にできることから全体として作業性がすぐれた
ものになる。 In addition, depending on the situation of the ground 2, a steel pipe 4 for advance receiving is installed.
is inserted between the deformed reinforcing bars 1a on the hollow side of the reinforcing bar support 1 and the deformed reinforcing bars 1a on the ground 2 side, and is driven into the ground 2 from the face 2a along the outer periphery of the excavation cross section. Stabilize the rock wall surface prior to excavation (3rd step)
figure). Therefore, in the case of steel shoring using conventional H-shaped steel, it is necessary to make a hole in the wave part of the H-shaped steel to insert the steel pipe 4 in order to reduce the insertion angle of the steel pipe 4. However, in the reinforcing bar support 1 of the present invention, reinforcing bars are used to create a large space and the degree of freedom of the steel pipe 4 is increased, so there is no need for processing such as drilling holes, and the insertion angle can be freely selected. As a result, overall workability is excellent.
さらに、地山２が軟弱の場合にこれを補強する
ために、地山２に対し、ロツクボルト５を打設し
て前記鉄筋支保工１と共に地山２を安定させる
（第４図）。その１例としては、地山２側の２本の
異形鉄筋１ａに矩形のエキスパンドメタルあるい
はプレート６の上からロツクボルト５を打設すれ
ばよい。このエキスパンドメタルあるいはプレー
ト６は、その一端を地山２側の一の異形鉄筋１ａ
にフツクするとともに、他端を、他の異形鉄筋１
ａを包むように折曲して該他端を固定ボルト７に
よつて固定する。また、第７図に示すように、エ
キスパンドメタル６ａをＵ字状に二つ折りにし、
折曲部分を一側の異形鉄筋１ａにフツクし、他側
の開放端を固定ボルト７７ａによつて固定しても
よい。尚、ロツクボルト５は地山２を補強するも
のであるから、必ずしも鉄筋支保工１と結合して
用いる必要はなく支保工に適宜打設してもよい。 Further, in order to reinforce the ground 2 if it is soft, lock bolts 5 are driven into the ground 2 to stabilize the ground 2 together with the reinforcing steel support 1 (FIG. 4). For example, lock bolts 5 may be driven into two deformed reinforcing bars 1a on the side of the earth 2 from above rectangular expanded metal or plates 6. This expanded metal or plate 6 has one end attached to one deformed reinforcing bar 1a on the ground 2 side.
At the same time, attach the other end to another deformed reinforcing bar 1.
The other end is bent with a fixing bolt 7. In addition, as shown in FIG. 7, the expanded metal 6a is folded in half into a U-shape,
The bent portion may be hooked to the deformed reinforcing bar 1a on one side, and the open end on the other side may be fixed with a fixing bolt 77a. Incidentally, since the lock bolts 5 are for reinforcing the ground 2, they do not necessarily have to be used in combination with the reinforcing steel support 1, and may be driven into the support as appropriate.
次に、地山２および鉄筋支保工１に対し、一次
覆工コンクリートとなる吹付コンクリート９を、
前記鉄筋支保工１の地山２側の異形鉄筋１ａと内
空側の異形鉄筋１ａとのほぼ中程の位置まで施工
する。この状態では、吹付コンクリート９がエキ
スパンドメタル６の裏側にも回つて一次覆工コン
クリートを形成するので、鉄筋支保工１、ロツク
ボルト５および吹付コンクリート９が地山２と一
体の構造物となつている。吹付けコンクリート９
が固まつた後、露出している内空側の異形鉄筋１
ａから前記ゴムホース３を取り外し、第６図に示
すように、内空側の異形鉄筋１ａと直角に配力筋
１０ａを装着し、さらに該配力筋１０ｂを装着
し、この配力筋１０ｂに直交し、かつ異形鉄筋１
ａに平行に主筋１１を装着して二次覆工コンクリ
ート１２を形成する。すなわち、前記した内空側
の異形鉄筋１ａを吹付コンクリート９よりも内空
側に露出させているので、前記異形鉄筋１ａが二
次覆工コンクリート１２の配力筋１０ａの固定金
具となるばかりではなく、打設コンクリートの結
合材として作用するもので一次覆工コンクリート
の吹付コンクリート９と二次覆工コンクリート１
２とが完全に一体となり、強度的にすぐれた合成
構造物となる。 Next, shotcrete 9, which will become the primary lining concrete, is applied to the ground 2 and the reinforcing steel support 1.
The reinforcing bar support 1 is constructed to a position approximately halfway between the deformed reinforcing bars 1a on the ground 2 side and the deformed reinforcing bars 1a on the hollow side. In this state, the shotcrete 9 goes to the back side of the expanded metal 6 to form the primary lining concrete, so the reinforcing steel support 1, the lock bolts 5, and the shotcrete 9 form an integral structure with the ground 2. . Shotcrete 9
After solidifying, the exposed inner hollow side deformed reinforcing bar 1
Remove the rubber hose 3 from a, as shown in FIG. Orthogonal and deformed reinforcing bars 1
Secondary lining concrete 12 is formed by installing main reinforcing bars 11 in parallel to a. That is, since the above-described deformed reinforcing bars 1a on the inner space side are exposed to the inner part of the shotcrete 9, the deformed reinforcing bars 1a do not just serve as fixing fittings for the distribution bars 10a of the secondary lining concrete 12. Shotcrete 9 for primary lining concrete and secondary lining concrete 1 act as a binder for poured concrete.
2 are completely integrated to form a composite structure with excellent strength.
なお、上記実施例では、鉄筋支保工１を三本の
異形鉄筋１ａを用いて形成しトンネルに適用した
ものについて説明したが、図示例にかぎられるこ
とのないことはもちろんで、トンネル以外の地下
空間掘削に適用したり、主鉄筋として丸鋼を用い
たり、さらには４本以上の異形鉄筋を用いてもよ
い。前記異形鉄筋４本以上の場合には、補強部材
の形状も当然にそれに応じて変えることになる。 In the above embodiment, the reinforcing bar support 1 was formed using three deformed reinforcing bars 1a and was applied to a tunnel. It may be applied to space excavation, round steel may be used as the main reinforcing bars, or four or more deformed reinforcing bars may be used. In the case of four or more deformed reinforcing bars, the shape of the reinforcing member will naturally be changed accordingly.
以上説明したように、この発明は、三本以上の
主鉄筋によつて鉄筋支保工を形成したので、背面
にも十分吹付コンクリートが回り、ロツクボル
ト、鉄筋支保工および吹付コンクリートと地山と
が一体の構造物となるばかりでなく、トンネルの
長さ方向に順次所要の長さに施工された隣接する
吹付コンクリートどうしの連結も十分なものとな
つている。また、地山壁面の形状に合わせて曲げ
加工がしやすく、かつ各主鉄筋が互いに連結され
た固着部材により支保工同志の接合ボルト本数が
小量ですみ、加えてアーチアクシヨンによる荷重
の伝達が各主鉄筋間で均等に行われるので支保工
の変形に追随しやすい。しかも切羽の先受けに鋼
管を打設する場合にも、全く加工を施す必要がな
く作業性にすぐれている。そして、この鉄筋支保
工を建込みしたのち、ホース等によつて内空側の
主鉄筋を被覆して保護しておき、ついで吹付けコ
ンクリートを施工し、その後に前記ホースを取り
外して主鉄筋を露出させるので、内空側の主鉄筋
が二次覆工コンクリートの配力筋の固定金具とし
て作用すると共に二次覆工コンクリートの結合材
となるので吹付コンクリートと二次覆工コンクリ
ートとを完全に一体とし、強度的にすぐれた合成
構造物とすることができるという特長を備えてい
る。また、本発明によれば、各主鉄筋の少なくと
も一つに対する補強部材の熔接位置を、各主鉄筋
で囲まれた空間内において主鉄筋の内側に内接す
る形態で熔接した構成としたから、主鉄筋の曲げ
変形に対する補強部材の拘束力を弱めて、この点
からも主鉄筋を曲げ変形させやすい構成とするこ
とができるだけでなく、特にゴムホースを主鉄筋
に被せて装着する際にその補強部材が邪魔になら
ず、したがつてその作業性を極めて良好なものと
することができる。即ち、例えばこの主鉄筋を外
側から囲むようにま巻き付けた形態で補強部材を
熔接した構成とした場合、主鉄筋にゴムホースを
被せる際にその補強部材が邪魔になつて被せられ
ず、このため、ゴムホースを補強部材の配設間隔
に相当する長さに短く切断した状態で被せる作業
を必要とすることになるが、本発明においては固
着部材間の長さのゴムホースを用いて１本の主鉄
筋に対して一度に被せてしまうことができるとい
つた優れた効果を奏する。
As explained above, in this invention, since the reinforcing bar support is formed by three or more main reinforcing bars, the shotcrete is sufficiently spread around the back side, and the rock bolts, the reinforcing bar support, the shotcrete, and the ground are integrated. Not only does this result in a structure of the same size, but it also provides a sufficient connection between adjacent shotcrete pieces that have been successively constructed to the required length in the lengthwise direction of the tunnel. In addition, it is easy to bend according to the shape of the earth wall surface, and the number of bolts required to connect the shoring to each other is small due to the fixed members that connect the main reinforcing bars to each other.In addition, the arch action allows for load transmission. This is done evenly between each main reinforcing bar, so it is easy to follow the deformation of the shoring. Moreover, even when driving a steel pipe into the tip of the face, there is no need for any machining, resulting in excellent workability. After erecting this reinforcing steel support, the main reinforcing bars on the inner side are covered and protected with hoses, etc., then shotcrete is applied, and then the hoses are removed and the main reinforcing bars are removed. Because it is exposed, the main reinforcing bars on the inner side act as fixing fittings for the distribution bars of the secondary lining concrete, and also serve as a binding material for the secondary lining concrete, so the shotcrete and secondary lining concrete are completely connected. It has the advantage of being able to be integrated into a composite structure with excellent strength. Further, according to the present invention, the welding position of the reinforcing member to at least one of the main reinforcing bars is such that the reinforcing member is inscribed inside the main reinforcing bar within the space surrounded by each main reinforcing bar. Not only can the restraining force of the reinforcing member against the bending deformation of the reinforcing bars be weakened, making it easier to bend and deform the main reinforcing bars from this point of view, but also the reinforcement member It does not get in the way, and therefore the workability can be made extremely good. That is, for example, if a reinforcing member is welded so as to surround the main reinforcing bar from the outside, the reinforcing member will get in the way and will not be able to cover the main reinforcing bar with a rubber hose. This requires cutting the rubber hose short to a length corresponding to the spacing between the reinforcing members and then covering the reinforcing members with each other. However, in the present invention, the length of the rubber hose between the fixed members is used to connect one main reinforcing bar. It has excellent effects such as being able to cover the entire surface at once.
第１図から第６図はこの発明の一実施例を示す
もので、第１図は鉄筋支保工を建込んだ状態を示
す斜視図、第２図は鉄筋支保工にゴムホースを覆
つた状態の斜視図、第３図は切羽に鋼管を打設し
た状態を示す正面図、第４図はエキスパンドメタ
ルを取りつけた状態を示す正面図、第５図はその
詳細断面図、第６図は二次覆工コンクリートを吹
付けた状態の断面図、第７図はエキスパンドメタ
ルの取り付け状態の変形例を示す断面図である。
１……鉄筋支保工、１ａ……異形鉄筋（主鉄
筋）、１ｂ……固着部材、１ｃ……補強部材、２
……地山、２ａ……切羽、３……ゴムホース、４
……鋼管、９……吹付コンクリート。
Figures 1 to 6 show one embodiment of the present invention. Figure 1 is a perspective view showing a state in which a reinforcing steel support is erected, and Figure 2 is a perspective view showing a state in which a rubber hose is covered with a steel support. A perspective view, Fig. 3 is a front view showing the state in which the steel pipe is driven into the face, Fig. 4 is a front view showing the state in which the expanded metal is attached, Fig. 5 is its detailed sectional view, and Fig. 6 is the secondary FIG. 7 is a sectional view showing a state in which lining concrete has been sprayed, and FIG. 7 is a sectional view showing a modified example of the state in which expanded metal is attached. 1...Reinforcing bar support, 1a...Deformed reinforcing bars (main reinforcing bars), 1b...Fixing member, 1c...Reinforcement member, 2
...Ground, 2a...Face, 3...Rubber hose, 4
...Steel pipe, 9...Shotcrete.
Claims (1)
角形の各コーナ部分に位置するような関係位置に
配した三本以上の主鉄筋と、これら主鉄筋の両端
を互いに連結して固着される一対の固着部材と、
前記各主鉄筋を互いに連結する補強部材とからな
り、掘削した地山の壁面形状に沿うように各主鉄
筋を曲げ変形させて建て込む構成となる鉄筋支保
工であつて、前記補強部材は、各主鉄筋に熔接に
よりそれぞれ固定されてそれら各主鉄筋を互いに
連結する構成であり、かつ、各主鉄筋の少なくと
も一つに対する補強部材の熔接位置が、各主鉄筋
で囲まれた空間内において主鉄筋の内側に内接す
る形態で熔接されており、さらに、前記補強部材
は前記各主鉄筋が所望の形状に曲げ変形可能であ
る間隔に配設されている鉄筋支保工。 ２ 長さ方向に互いに平行に延出し、かつ断面多
角形の各コーナ部分に位置するような関係位置に
配した三本以上の主鉄筋と、これら主鉄筋の両端
を互いに連結して固着される一対の固着部材と、
前記各主鉄筋を互いに連結する補強部材とからな
り、前記補強部材は、各主鉄筋に熔接によりそれ
ぞれ固定されてそれら各主鉄筋を互いに連結する
構成であり、かつ、各主鉄筋の少なくとも一つに
対する補強部材の熔接位置が、各主鉄筋で囲まれ
た空間内において主鉄筋の内側に内接する形態で
熔接されており、さらに、前記補強部材は前記各
主鉄筋が所望の形状に曲げ変形可能である間隔に
配設されている鉄筋支保工を、地山壁面の形状に
変形して該地山壁面に当接することにより該地山
壁面を安定させ、次いで該地山壁面にコンクリー
トを吹き付けて地山を支持する鉄筋支保工を用い
た地山壁面の構築方法。 ３ 前記地山壁面の安定にロツクボルトを合せ用
いることを特徴とする特許請求の範囲第２項記載
の鉄筋支保工を用いた地山壁面の構築方法。 ４ 前記地山壁面の安定に前記鉄筋支保工の所定
の鉄筋間に挿通して掘進断面の外周に沿つて打設
する鋼管を用いることを特徴とする特許請求の範
囲第２項記載の鉄筋支保工を用いた地山壁面の構
築方法。 ５ 前記地山壁面の安定にロツクボルトおよび前
記鉄筋支保工の所定の主鉄筋間に挿通する鋼管を
合せ用いることを特徴とする特許請求の範囲第２
項記載の鉄筋支保工を用いた地山壁面の構築方
法。 ６ 長さ方向に互いに平行に延出し、かつ断面多
角形の各コーナー部分に位置するような関係位置
に配した三本以上の主鉄筋と、これら主鉄筋の両
端を互いに連結して固着される一対の固着部材
と、前記各主鉄筋を互いに連結する補強部材とか
らなり、前記補強部材は、各主鉄筋に熔接により
それぞれ固定されてそれら各主鉄筋を互いに連結
する構成であり、かつ、各主鉄筋の少なくとも一
つに対する補強部材の熔接位置が、各主鉄筋で囲
まれた空間内において主鉄筋の内側に内接する形
態で熔接されており、さらに、前記補強部材は前
記各主鉄筋が所望の形状に曲げ変形可能である間
隔に配設されている鉄筋支保工を、地山壁面の形
状に変形して該地山壁面に当接することにより該
地山壁面を安定させ、前記鉄筋支保工の内空側の
主鉄筋を被覆した後にコンクリートを吹き付け、
次いで前記被覆を取外して露出させた主鉄筋に配
力筋を装着させ、しかる後にさらにコンクリート
を打継いで地山を支持する鉄筋支保工を用いた地
山壁面の構築方法。 ７ 前記地山壁面の安定にロツクボルト及び鉄筋
支保工の所定の主鉄筋間に挿通する鋼管を合せ用
いることを特徴とする特許請求の範囲第６項記載
の鉄筋支保工を用いた地山壁面の構築方法。[Scope of Claims] 1. Three or more main reinforcing bars that extend parallel to each other in the length direction and are arranged in related positions such as being located at each corner of a polygonal cross section, and both ends of these main reinforcing bars are connected to each other. a pair of fixing members connected and fixed;
A reinforcing bar support is constructed by a reinforcing member that connects each of the main reinforcing bars to each other, and is constructed by bending and deforming each of the main reinforcing bars so as to follow the shape of the wall surface of the excavated ground, the reinforcing member comprising: The reinforcing member is fixed to each main reinforcing bar by welding to connect the main reinforcing bars to each other, and the welding position of the reinforcing member to at least one of the main reinforcing bars is within the space surrounded by each main reinforcing bar. The reinforcing bar support is welded so as to be inscribed inside the reinforcing bars, and further, the reinforcing members are arranged at intervals such that each of the main reinforcing bars can be bent and deformed into a desired shape. 2 Three or more main reinforcing bars that extend parallel to each other in the length direction and are arranged in related positions such as at each corner of a polygonal cross section, and both ends of these main reinforcing bars are connected and fixed to each other. a pair of fixing members;
a reinforcing member that connects the main reinforcing bars to each other, the reinforcing member is configured to be fixed to each of the main reinforcing bars by welding to connect the main reinforcing bars to each other, and at least one of the main reinforcing bars The welding position of the reinforcing member is inscribed inside the main reinforcing bar in a space surrounded by each main reinforcing bar, and the reinforcing member is capable of bending and deforming each of the main reinforcing bars into a desired shape. The reinforcing steel supports placed at certain intervals are deformed into the shape of the rock wall surface and brought into contact with the rock wall surface to stabilize the rock wall surface, and then concrete is sprayed onto the rock wall surface. A method for constructing a rock wall using reinforced steel supports that support the rock. 3. A method for constructing a rock wall surface using a reinforcing steel support according to claim 2, characterized in that locking bolts are used in combination to stabilize the rock wall surface. 4. The reinforcing bar support according to claim 2, characterized in that a steel pipe inserted between predetermined reinforcing bars of the reinforcing bar support and cast along the outer periphery of the excavation cross section is used to stabilize the rock wall surface. A method of constructing a rock wall using a method of construction. 5. Claim 2, characterized in that lock bolts and steel pipes inserted between predetermined main reinforcing bars of the reinforcing steel support are used together to stabilize the rock wall surface.
A method for constructing a rock wall using reinforced steel supports as described in Section 1. 6 Three or more main reinforcing bars that extend parallel to each other in the length direction and are placed in related positions such as at each corner of a polygonal cross section, and both ends of these main reinforcing bars are connected and fixed to each other. It consists of a pair of fixing members and a reinforcing member that connects each of the main reinforcing bars to each other, and the reinforcing member is configured to be fixed to each of the main reinforcing bars by welding to connect each of the main reinforcing bars to each other, and The welding position of the reinforcing member to at least one of the main reinforcing bars is such that the reinforcing member is inscribed inside the main reinforcing bar in a space surrounded by each main reinforcing bar, and further, the reinforcing member is welded to at least one of the main reinforcing bars as desired. The reinforcing bar supports, which are arranged at intervals that can be bent into the shape of Spray concrete after covering the main reinforcing bars on the inner side of the
Next, the covering is removed and distribution bars are attached to the exposed main reinforcing bars, and then concrete is further poured to support the ground using a reinforcing bar support. 7. The rock wall surface using the reinforcing bar support according to claim 6, characterized in that lock bolts and steel pipes inserted between predetermined main reinforcing bars of the reinforcing bar support are used together to stabilize the ground wall surface. Construction method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP59241912A JPS61122399A (en) | 1984-11-16 | 1984-11-16 | Reinforced timbering and construction of earth wall surface by using the same |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP59241912A JPS61122399A (en) | 1984-11-16 | 1984-11-16 | Reinforced timbering and construction of earth wall surface by using the same |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS61122399A JPS61122399A (en) | 1986-06-10 |
| JPH057520B2 true JPH057520B2 (en) | 1993-01-28 |
Family
ID=17081390
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP59241912A Granted JPS61122399A (en) | 1984-11-16 | 1984-11-16 | Reinforced timbering and construction of earth wall surface by using the same |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS61122399A (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS61277799A (en) * | 1985-06-04 | 1986-12-08 | 株式会社神戸製鋼所 | Timbering for tunnel |
| JPS63176600A (en) * | 1987-01-16 | 1988-07-20 | 住友建設株式会社 | Reinforced concrete timbering |
| JPH0633036Y2 (en) * | 1988-05-25 | 1994-08-31 | 日東鐵工株式会社 | Support for tunnels or underground structures |
| JPH02171497A (en) * | 1988-12-23 | 1990-07-03 | Toko Tekko Kk | Primary shotcrete formation method for inner wall of tunneling rock bed |
| JP6953303B2 (en) * | 2017-12-25 | 2021-10-27 | 前田建設工業株式会社 | Fall prevention structure and sheath pipe unit for steel support |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4187037A (en) * | 1977-03-03 | 1980-02-05 | Rudolf Seiz | Wall supporting arrangement, especially for supporting mine gallery walls |
| JPS6066796A (en) * | 1983-09-21 | 1985-04-16 | 株式会社日立製作所 | Drain hose joint of washer |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6066796U (en) * | 1983-10-07 | 1985-05-11 | 株式会社熊谷組 | Structure of reinforced steel shoring |
-
1984
- 1984-11-16 JP JP59241912A patent/JPS61122399A/en active Granted
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4187037A (en) * | 1977-03-03 | 1980-02-05 | Rudolf Seiz | Wall supporting arrangement, especially for supporting mine gallery walls |
| JPS6066796A (en) * | 1983-09-21 | 1985-04-16 | 株式会社日立製作所 | Drain hose joint of washer |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS61122399A (en) | 1986-06-10 |
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