JPH0216440B2 - - Google Patents
Info
- Publication number
- JPH0216440B2 JPH0216440B2 JP57125161A JP12516182A JPH0216440B2 JP H0216440 B2 JPH0216440 B2 JP H0216440B2 JP 57125161 A JP57125161 A JP 57125161A JP 12516182 A JP12516182 A JP 12516182A JP H0216440 B2 JPH0216440 B2 JP H0216440B2
- Authority
- JP
- Japan
- Prior art keywords
- tail
- shield machine
- shield
- backfilling
- packing
- 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
- 238000012856 packing Methods 0.000 claims description 26
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 24
- 238000002347 injection Methods 0.000 claims description 20
- 239000007924 injection Substances 0.000 claims description 20
- 239000000463 material Substances 0.000 claims description 12
- 239000011800 void material Substances 0.000 claims description 12
- 238000010276 construction Methods 0.000 claims description 9
- 239000011440 grout Substances 0.000 claims description 8
- 238000000034 method Methods 0.000 claims description 7
- 230000000149 penetrating effect Effects 0.000 claims 1
- 239000004576 sand Substances 0.000 description 13
- 239000000243 solution Substances 0.000 description 6
- 239000000126 substance Substances 0.000 description 6
- 239000008239 natural water Substances 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 239000004570 mortar (masonry) Substances 0.000 description 3
- 238000007796 conventional method Methods 0.000 description 2
- 230000006866 deterioration Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000009472 formulation Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
Description
本発明はシールド工法における裏込注入方法に
関するものである。
シールド機を用いてシールドトンネルの一次覆
工を行う場合、シールド機を前進させると、シー
ルド機の後方にはシールド機外径とセグメント外
径との差によつてテールボイドが生じる。
このテールボイドは、湧水や切羽からまわつた
泥水等で満たされるが、泥水壁を形成するまでに
は至らず、崩壊性の高い地山では崩壊や肌落ちが
生じ、地山の自然水圧が高い場合には、テールパ
ツキンでシールされたシールド機内部にも、セグ
メント接手部の凹部とテールパツキンとの間に生
じるわずかな隙間を通して、土砂を含んだ泥水が
噴出することがある。
これらの現象を防止するために、従来はテール
ボイドにモルタルや薬液等の裏込注入材を直ち注
入して固化することによつて、地山の崩壊および
セグメントの固定をはかつてきた。
しかしながら、この方法で裏込注入を行うに
は、裏込材の注入位置を、シールド機とセグメン
トとの間をシールしているテールパツキンの至近
部分にもつてくる必要があり、このため、モルタ
ルや薬液等の裏込材がテールパツキンとセグメン
トとのすき間を通じてシールド機内に流入して作
業能率を下げるという欠点がある。
また、この場合、２段もしくは３段に設置され
たテールパツキン間で固化し、パツキンの持つ可
撓性を損ない、シール効果を減じ、著しくテール
パツキンの寿命を縮めることになる。さらに、泥
水加圧式シールド機においては、切羽掘削中に裏
込材が混入することにより、泥水の劣化をはやめ
ることになる。
これらの現象に対処するためには、裏込注入を
シールド機からある程度離した位置から行う必要
があるが、掘削地山の自然水圧が高く、崩壊性の
高い微細砂層の場合では、テールボイドが崩壊
し、流動化した微細砂が、セグメント接手間の凹
部とテールパツキンとのすき間を通じてシールド
機内に噴出し、その一部は、多段に設置したテー
ルパツキンの裏側に蓄積、圧縮され、断面がくさ
び型のサンドキヤンバーを形成する。このサンド
キヤンバーは、テールパツキンの裏側で固化した
裏込材と同じ働きをなし、テールパツキンを過大
な力でセグメントに押し付け、テールパツキンの
破壊が生じる。
したがつて、従来のシールド工法では、前記の
問題に対してはテールパツキンの強度を増加する
というような消極的な解決策しかとられていなか
つた。
そこで、本発明は前記従来の方法における欠点
を解消するためになされたものであり、シールド
工法における地山の崩壊および土砂のシールド機
内への侵入を阻止すると共に、テールパツキンの
破損を防止することを目的としたものである。
即ち、本考案のシールド工法における裏込注入
工法の特徴は、シールド機を用いてシールドトン
ネルの一次覆工を行う際に、そのシールド機が前
進することによつて生じるテールボイドにセグメ
ントに設けたグラウトホールを介して粘性の高い
高濃度泥水を圧入して一次裏込注入を行つて泥水
壁を形成し、次いで固化材を裏込注入して二次裏
込注入を行い、セグメントを固定することであ
る。
以下図面を参照して本発明の一実施例を説明す
るが、図は本発明の実施例におけるシールド工法
の概略断面図である。
まず、シールド機２が地山１を掘進するに伴な
つてテールボイド５が生ずる。
このテールボイド５にシールド機２の至近位置
にあるセグメント６に取りつけた一次裏込注入用
グラウトホース１１経由一次裏込注入用グラウト
ホール９より高濃度泥水を注入し、一次裏込注入
７を行なう。
これにより、テールボイド５と地山１との境界
部には、泥水壁が形成され、地山１の崩壊および
肌落が回避される。
また、シールド機２に取りつけたテールパツキ
ン４とセグメント６との間のわずかなすき間も、
この高濃度泥水によつてシールされ、土砂を含ん
だ泥水のシールド機２内への流入も防ぐことがで
きる。
この一次裏込注入７は、シールド機２の掘進時
に行なわれるが、これと同時に、シールド機２か
らある程度離れたセグメント６に取り付けた二次
裏込注入用グラウトホース１２経由、二次裏込注
入用グラウトホール１０よりモルタルや薬液等の
固化材を注入して二次裏込注入８を行ない、セグ
メント６の地中での固定をはかる。
次に、実際にこのシールド工法を適用した実施
例における状態を説明すると、シールド機２が掘
進する地山１は、自然水圧が2.65Kg／cm2、Ｎ値50
以上のよく締つた砂層で、その粒径は100から200
ミクロンを中心とする均質な微細砂であつた。
当初、カツター３を用いた掘進に伴つて発生す
るテールボイド５を薬液によつて直ちに裏込注入
するという、従来の方法で施工したところ、シー
ルド機２とテールパツキン４との間に砂と薬液が
蓄積し、圧縮され、くさび型の断面形状をもつサ
ンドキヤンバーを形成し、テールパツキン４の可
撓性を損ない、過大な力でテールパツキン４がセ
グメント６に押しつけられて、テールパツキン４
は破損し、わずか50ｍを掘進しただけでテールパ
ツキン４の交換を行なわなければならなかつた。
そこで、本発明の工法を採用して、シールド機
２の通過したあとのテールボイド５に高濃度泥水
を直ちに裏込注入し、地山１の崩壊とシールド機
２内への微細砂の侵入を防ぎ、約９ｍ後方より薬
液を裏込注入して高濃度泥水も含めて固化し、セ
グメント６を地中に固定した。
ここで用いた高濃度泥水の配合を下記の表に示
す。
The present invention relates to a backfill injection method in the shield construction method. When performing primary lining of a shield tunnel using a shield machine, when the shield machine is moved forward, a tail void is generated behind the shield machine due to the difference between the outer diameter of the shield machine and the outer diameter of the segment. This tail void is filled with spring water and muddy water that circulates from the face, but it does not reach the point where a wall of muddy water is formed.In highly collapsible ground, collapse or skin fall occurs, and the natural water pressure of the ground is high. In some cases, even inside the shield machine sealed by the tail packing, muddy water containing earth and sand may gush out through a small gap created between the recess of the segment joint and the tail packing. In order to prevent these phenomena, conventionally, the collapse of the ground and the fixation of the segments have been prevented by immediately injecting a backfilling material such as mortar or chemical solution into the tail void and solidifying it. However, in order to perform backfill injection using this method, the injection position of the backfill material must be brought close to the tail packing that seals between the shield machine and the segment, and for this reason, the mortar There is a drawback that backing materials such as liquid and chemicals flow into the shield machine through the gap between the tail packing and the segment, reducing work efficiency. Further, in this case, the solidification occurs between the tail packings installed in two or three stages, impairing the flexibility of the packing, reducing the sealing effect, and significantly shortening the life of the tail packing. Furthermore, in the muddy water pressurizing type shield machine, the deterioration of the muddy water is stopped by mixing the backing material during excavation of the face. In order to deal with these phenomena, it is necessary to perform backfill injection from a certain distance from the shield machine, but in the case of a fine sand layer with high natural water pressure and high collapsibility in the excavated ground, the tail void may collapse. Then, the fluidized fine sand is ejected into the shield machine through the gap between the recess between the segment joints and the tail packing, and some of it is accumulated and compressed on the back side of the tail packing installed in multiple stages, resulting in a wedge-shaped cross section. forming a sand camber. This sand chamber acts in the same way as the backing material solidified on the back side of the tail packing, pressing the tail packing against the segment with excessive force, causing the tail packing to break. Therefore, in the conventional shield construction method, only passive solutions such as increasing the strength of the tail packing have been taken to solve the above problem. Therefore, the present invention has been made to eliminate the drawbacks of the conventional methods, and aims to prevent the collapse of the ground and the intrusion of earth and sand into the shield machine in the shield construction method, and also prevent damage to the tail packing. The purpose is to In other words, the feature of the backfilling method in the shield construction method of the present invention is that when the primary lining of the shield tunnel is performed using a shield machine, the grout provided in the segment is used to fill the tail voids that are created when the shield machine moves forward. By pressurizing highly viscous and highly concentrated muddy water through the hole and performing primary backfilling to form a muddy water wall, solidifying material is then injected backfilling and secondary backfilling is performed to fix the segments. be. An embodiment of the present invention will be described below with reference to the drawings, which are schematic sectional views of the shield construction method in the embodiment of the present invention. First, as the shield machine 2 excavates the ground 1, a tail void 5 is generated. Highly concentrated mud water is injected into this tail void 5 from a grout hole 9 for primary backfilling via a grout hose 11 for primary backfilling attached to a segment 6 located close to the shield machine 2, and primary backfilling 7 is performed. As a result, a wall of muddy water is formed at the boundary between the tail void 5 and the ground mass 1, and collapse and drop-off of the ground mass 1 is avoided. Also, if there is a slight gap between the tail packing 4 and the segment 6 attached to the shield machine 2,
This highly concentrated muddy water seals and prevents muddy water containing earth and sand from flowing into the shielding machine 2. This primary backfill injection 7 is performed when the shield machine 2 excavates, but at the same time, the secondary backfill injection is performed via the secondary backfill injection grout hose 12 attached to the segment 6 which is a certain distance from the shield machine 2. A solidifying material such as mortar or a chemical solution is injected through the grout hole 10 and a secondary backfilling injection 8 is performed to fix the segment 6 underground. Next, to explain the conditions in an example in which this shield method is actually applied, the ground 1 excavated by the shield machine 2 has a natural water pressure of 2.65 Kg/cm 2 and an N value of 50.
A well-compacted sand layer with a grain size of 100 to 200
It was a homogeneous fine sand with mainly micron size. Initially, when the construction was carried out using the conventional method of immediately injecting chemical solution into the tail void 5 that occurs during excavation using the cutter 3, sand and chemical solution were deposited between the shielding machine 2 and the tail packing 4. It accumulates and is compressed, forming a sand camber with a wedge-shaped cross-section, impairing the flexibility of the tail packing 4, and causing the tail packing 4 to be pressed against the segment 6 with excessive force, causing the tail packing 4 to
was damaged and the tail packing 4 had to be replaced after digging just 50 meters. Therefore, by adopting the construction method of the present invention, highly concentrated mud water is immediately injected into the tail void 5 after the shield machine 2 has passed, thereby preventing the collapse of the ground 1 and the intrusion of fine sand into the shield machine 2. A chemical solution was injected from about 9 m behind to solidify it, including the highly concentrated muddy water, and the segment 6 was fixed underground. The formulation of the highly concentrated muddy water used here is shown in the table below.
【表】
高濃度泥水の注入圧は、自然水圧2.65Kg／cm2よ
り高い3.0〜3.2Kg／cm2としたが、これより高圧に
すると、テールパツキン４の止水性が悪くなり、
シールド機２内に高濃度泥水が侵入するので、極
力この注入圧を保つようにした。
この結果、残りの掘進距離415ｍをテールパツ
キン４の破損を生ずることなく、一気に掘進する
ことができた。
以上のように、本発明の裏込注入工法を適用し
たシールド工法によれば、地山の崩壊および土砂
のシールド機内への侵入を阻止することができ、
また、テールパツキンの破損を防止できる利点が
あり、その作業能率を向上させることができる。
「結局本発明は、先ず粘性の高い高濃度泥水を
圧入して泥水壁を形成する一次裏込注入によつ
て、地山の崩壊および肌落を先ず回避させ、かか
る一次裏込を固化材を用いずに泥水により先ず行
うようにしたために、シールド機とテールパツキ
ンとの間には単に泥水が入るだけですみ、テール
パツキンの破損や可撓性を損うということがな
い。
このようにして一次裏込注入で地山の崩壊等を
先ず防止し、次いでその崩壊防止を本格的に行う
ために二次の裏込注入を、特に固化材を用いて行
うようにしたために、固化材により積極的に泥水
を固化してテールボイド部を強固にし、完全に地
山の崩壊の防止を行うことができるのである。
つまり本発明はかかる多段裏込注入を行い、し
かも前段で泥水の圧入を行い、次いで第２段とし
てその泥水中に固化材を裏込注入して地山の崩壊
を完全に防止する点に特徴があるのである。」[Table] The injection pressure of highly concentrated mud water was set to 3.0 to 3.2 Kg/cm 2 , which is higher than the natural water pressure of 2.65 Kg/cm 2. However, if the pressure is higher than this, the water-stopping properties of the tail packing 4 will deteriorate.
Since highly concentrated muddy water would enter the shield machine 2, this injection pressure was maintained as much as possible. As a result, the remaining excavation distance of 415 m was able to be excavated at once without causing damage to the tail packing 4. As described above, according to the shield method to which the backfill injection method of the present invention is applied, it is possible to prevent the collapse of the ground and the intrusion of earth and sand into the shield machine.
Further, there is an advantage that damage to the tail packing can be prevented, and the work efficiency can be improved. ``In the end, the present invention first avoids collapse and skin drop of the ground by first injecting highly viscous and highly concentrated muddy water to form a muddy wall, and then fills the primary backfilling with a solidifying material. Since this is done first with muddy water without using the shielding machine, only muddy water will enter between the shield machine and the tail packing, and the tail packing will not be damaged or lose its flexibility. The primary back-filling injection first prevents the collapse of the ground, and then the secondary back-filling injection is performed using a solidifying material to fully prevent the collapse. By solidifying the muddy water and making the tail void part strong, it is possible to completely prevent the collapse of the ground.In other words, the present invention performs such multi-stage backfilling injection, and also injects the muddy water in the first stage. It is unique in that, in the second step, a solidifying material is injected back into the muddy water to completely prevent the collapse of the ground.
図面は本発明の一実施例におけるシールド工法
の概略断面図である。
２……シールド機、５……テールボイド、６…
…セグメント、７……一次裏込注入、８……二次
裏込注入、９……一次裏込注入用グラウトホー
ル、１２……二次裏込注入用グラウトホース。
The drawing is a schematic cross-sectional view of a shield construction method according to an embodiment of the present invention. 2...Shield machine, 5...Tail void, 6...
... Segment, 7... Primary backfill injection, 8... Secondary backfill injection, 9... Grout hole for primary backfill injection, 12... Grout hose for secondary backfill injection.
Claims (1)
覆工を行う際に、該シールド機が前進することに
よつて生じるテールボイドにセグメントに設けた
グラウトホールを介して粘性の高い高濃度泥水を
圧入して一次裏込注入を行つて泥水壁を形成し、
次いでテールパツキンに固化材が浸入しない程度
にシールド機から離れた位置で、固化材を裏込注
入して二次裏込注入を行い、セグメントを固定す
ることを特徴とするシールド工法における多段裏
込注入工法。1. When performing primary lining of a shield tunnel using a shield machine, highly viscous and highly concentrated mud water is forced into the tail void created by the forward movement of the shield machine through grout holes provided in the segments. Perform backfill injection to form a muddy wall,
Multi-stage backfilling in the shield construction method is characterized in that the solidifying material is then injected at a position far enough from the shielding machine to prevent the solidifying material from penetrating into the tail packing, and secondary backfilling is performed to fix the segments. Injection method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP57125161A JPS5918900A (en) | 1982-07-20 | 1982-07-20 | Method of construction of backing injection in method of shield construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP57125161A JPS5918900A (en) | 1982-07-20 | 1982-07-20 | Method of construction of backing injection in method of shield construction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS5918900A JPS5918900A (en) | 1984-01-31 |
| JPH0216440B2 true JPH0216440B2 (en) | 1990-04-17 |
Family
ID=14903381
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP57125161A Granted JPS5918900A (en) | 1982-07-20 | 1982-07-20 | Method of construction of backing injection in method of shield construction |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS5918900A (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60164600A (en) * | 1984-02-01 | 1985-08-27 | 西松建設株式会社 | Shield drilling method |
| NL191096C (en) * | 1984-02-29 | 1995-01-16 | Dyckerhoff & Widmann Ag | Tubular underground hollow space. |
| JPH0663434B2 (en) * | 1989-10-03 | 1994-08-22 | 株式会社フジタ | Method of injecting different backfill material when constructing curved part by shield method |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS558744B2 (en) * | 1975-03-28 | 1980-03-05 |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS558744U (en) * | 1978-07-01 | 1980-01-21 |
-
1982
- 1982-07-20 JP JP57125161A patent/JPS5918900A/en active Granted
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS558744B2 (en) * | 1975-03-28 | 1980-03-05 |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS5918900A (en) | 1984-01-31 |
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