JPH0313688A - Ground improving method for tunnel excavation - Google Patents
Ground improving method for tunnel excavationInfo
- Publication number
- JPH0313688A JPH0313688A JP14797789A JP14797789A JPH0313688A JP H0313688 A JPH0313688 A JP H0313688A JP 14797789 A JP14797789 A JP 14797789A JP 14797789 A JP14797789 A JP 14797789A JP H0313688 A JPH0313688 A JP H0313688A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- ground
- freezing
- excavation
- shield
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000009412 basement excavation Methods 0.000 title claims abstract description 25
- 238000000034 method Methods 0.000 title claims description 34
- 230000008014 freezing Effects 0.000 claims abstract description 51
- 238000007710 freezing Methods 0.000 claims abstract description 51
- 239000003507 refrigerant Substances 0.000 claims abstract description 7
- 238000010276 construction Methods 0.000 abstract description 21
- 238000005553 drilling Methods 0.000 abstract description 3
- 239000004568 cement Substances 0.000 abstract 1
- 239000000126 substance Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- IJGRMHOSHXDMSA-UHFFFAOYSA-N Atomic nitrogen Chemical compound N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 239000012267 brine Substances 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- HPALAKNZSZLMCH-UHFFFAOYSA-M sodium;chloride;hydrate Chemical compound O.[Na+].[Cl-] HPALAKNZSZLMCH-UHFFFAOYSA-M 0.000 description 2
- 238000009423 ventilation Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 1
- 239000007789 gas Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 229910052757 nitrogen Inorganic materials 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明はトンネル掘削における地盤改良方法に係わり、
特に、掘削地盤を凍結により安定させる、トンネル掘削
における地盤改良方法に関するものである。[Detailed Description of the Invention] [Industrial Application Field] The present invention relates to a ground improvement method in tunnel excavation.
In particular, the present invention relates to a ground improvement method for tunnel excavation, which stabilizes the excavated ground by freezing it.
トンネルを掘削するにあたっては、工事の安全・経済性
・工期を確保する上で、Ｉ）切羽の安定化、ｉｉ ）湧
水の防止、ｉｉｉ ）地表沈下の防止、等を常に図らな
ければならず、地盤が軟弱である場合には地盤改良を行
う必要がある。特に、ＮＡＴＭ工法等による掘削ではこ
れらが重要な要素となる。When excavating a tunnel, in order to ensure the safety, economy, and construction period of the construction, it is necessary to always take measures such as: (1) stabilization of the face, (ii) prevention of spring water, and (iii) prevention of ground subsidence. If the ground is soft, it is necessary to improve the ground. These are particularly important factors in excavation using the NATM method.
上記の如（トンネルを掘削する際に行う地盤改良法の一
つとして従来より実施されているものに凍結法がある。As mentioned above, one of the conventional ground improvement methods used when excavating tunnels is the freezing method.
これは、凍結固化予定地に予め凍結管を所定間隔で打ち
込み、冷凍機で冷却したブラインを凍結管内に循環させ
るか、あるいは液体窒素ボンベからのガスを凍結管に放
出することなどにより地盤の凍結固化を図るものである
。Freezing of the ground can be achieved by driving cryotubes into the area planned for freezing in advance at specified intervals, circulating brine cooled by a refrigerator through the cryotubes, or releasing gas from a liquid nitrogen cylinder into the cryotubes. The purpose is to solidify it.
上記凍結法によれば、Ｉ）凍結固化された地盤は強固で
止水性に富む、ｉｉ ）薬液注入法と異なり地盤を化学
薬品等で汚染することがない、ｉｉｉ ）−般に薬液注
入法に比して経済的である、等の利点がある。According to the above freezing method, I) the frozen and solidified ground is strong and highly watertight, ii) unlike the chemical injection method, the ground will not be contaminated with chemicals, etc., and iii) - Generally speaking, the chemical injection method does not contaminate the ground with chemicals, etc. It has advantages such as being more economical.
しかしながら、上記従来の凍結法による地盤改良は、地
表ないしは間隔を置いて形成した立坑間で行なわれてお
り、そのため下記の如き不都合が生じていた。However, the above-mentioned conventional ground improvement using the freezing method is carried out on the ground surface or between vertical shafts formed at intervals, resulting in the following inconveniences.
すなわち、地表から実施するものでは、地上に施工ヤー
ドを設置する必要があるためトンネルに対応した地表面
を占有し、例えば道路等の各種地上設備の運用に影響を
及ぼすおそれがあることに加え、ポーリング°精度上の
問題から深度に限界があり大深度トンネルには適用が困
難であるといった問題があり、他方、立坑より行うもの
も立坑間距離に限界があるため効率的な施工が望めない
、といったこと等である。In other words, in the case of construction carried out from the ground surface, it is necessary to set up a construction yard on the ground, which occupies the ground surface corresponding to the tunnel, which may affect the operation of various ground facilities such as roads. There are problems with polling accuracy, such as the limited depth and difficulty in applying it to deep tunnels.On the other hand, when polling is performed from shafts, there is a limit to the distance between the shafts, so efficient construction cannot be expected. Things like that.
本発明は上記の事情に鑑みてなされたもので、構築する
トンネルに対応する地上部分を占有することなく、また
大深度のトンネルにも確実で効率的な施工を行うことの
できるトンネル掘削における地盤改良方法を提供するこ
とを目的とするものである。The present invention has been made in view of the above-mentioned circumstances, and it is possible to securely and efficiently construct a deep tunnel without occupying the above-ground area corresponding to the tunnel to be constructed. The purpose is to provide an improved method.
本発明の請求項１に係るトンネル掘削における地盤改良
方法は、構築すべき本トンネルに先行して該本トンネル
を形成すべき掘削部に沿って作業用シールドトンネルを
構築する工程と、前記作業用シールドトンネルの内部よ
り改良すべき地盤内に、内部に冷媒を有してなる凍結管
を埋設する工程と、前記作業用シールドトンネル内に設
置した冷熱供給源により前記凍結管を介して前記掘削部
の全周域を凍結固化する工程と、を有することを特徴と
するものである。The ground improvement method for tunnel excavation according to claim 1 of the present invention includes the steps of: constructing a working shield tunnel along an excavated portion where the main tunnel is to be formed, prior to the main tunnel to be constructed; A step of burying a freezing pipe having a refrigerant inside in the ground to be improved from inside the shield tunnel, and a cold heat supply source installed in the working shield tunnel through the freezing pipe to the excavation section. The method is characterized by comprising a step of freezing and solidifying the entire circumference of the container.
また、本発明の請求項２に係るトンネル掘削における地
盤改良本発明は、請求項１記載のトンネル掘削における
地盤改良方法において、前記凍結管および前記冷熱供給
源等の凍結設備を、前記本トンネルの掘削工程に伴って
本トンネルの既掘削部分から未掘削部分に対応させて順
次移行させていくことを特徴とするものである。In addition, the present invention according to claim 2 of the present invention provides a ground improvement method for tunnel excavation according to claim 1, in which freezing equipment such as the freezing pipe and the cold heat supply source is used in the main tunnel. The feature is that the tunnel is sequentially transferred from the excavated portion to the unexcavated portion of the tunnel as the excavation process progresses.
地盤の凍結を、本トンネルに先行して構築した作業用シ
ールドトンネルから行うことにより、トンネルの形成深
度に影響させることなく効率的かつ確実に行うことがで
きる。By freezing the ground from the working shield tunnel constructed prior to the main tunnel, it can be done efficiently and reliably without affecting the depth of tunnel formation.
その場合、凍結管および冷熱供給源等の凍結設備を、本
トンネルの掘削工程に伴って本トンネルの既掘削部分か
ら未掘削部分に対応させて順次移行させていくようにす
れば、設備の節約および省エネが図れるとともに能率的
な施工を、望める。In that case, it would be possible to save equipment by sequentially transferring freezing equipment such as freezing pipes and cold heat supply sources from the excavated parts of the main tunnel to the unexcavated parts as the main tunnel is being excavated. It is possible to achieve energy savings and efficient construction.
以下、本発明の実施例を図面を参照しながら説明する。 Embodiments of the present invention will be described below with reference to the drawings.
第１図は本発明の一実施例を示すもので、本図中符号Ｔ
は構築されるべきトンネル、符号ＧはトンネルＴが形成
されるべき地盤を示している。地盤Ｇはこの場合、未固
結含水地盤となっている。FIG. 1 shows one embodiment of the present invention, and the symbol T in this figure shows an embodiment of the present invention.
indicates a tunnel to be constructed, and symbol G indicates the ground on which the tunnel T is to be formed. In this case, the ground G is unconsolidated water-containing ground.
本発明により地盤Ｇの改良を行うには下記の工程に従っ
て実施する。In order to improve the ground G according to the present invention, it is carried out according to the following steps.
まず、構築すべき本トンネルＴに先行して、該本トンネ
ルを形成作業用シールドトンネル２，２゜・・・を形成
する。これら作業用シールドトンネル２は、本トンネル
Ｔを形成すべき掘削部ｌに沿って構築する。図示例では
、これら作業用シールドトンネル２を、掘削部の三方に
、三角形を形成する如（設けたものとなっている。First, prior to the main tunnel T to be constructed, the shield tunnels 2, 2°, . . . for forming the main tunnel are formed. These working shield tunnels 2 are constructed along the excavated portion l in which the main tunnel T is to be formed. In the illustrated example, these work shield tunnels 2 are provided on three sides of the excavation part in a triangular shape.
この作業用シールドトンネル２は例えば内径３〜５１１
のもので、通常一般のシールドトンネル同様、セグメン
ト覆工を行いながらシールド掘進機により施工される。This working shield tunnel 2 has an inner diameter of 3 to 511 mm, for example.
As with regular shield tunnels, it is constructed using a shield excavator while performing segment lining.
ただし、ここで使用される覆工用セグメントのいくつか
は、図示は省略するが、後述の凍結管３，３．・・・を
この作業用シールドトンネル２内部から周囲の地盤Ｇに
埋設し得るように、厚さ方向に貫通した開口部を形成し
たものとなつている。However, although some of the lining segments used here are not shown, the freezing tubes 3, 3, etc., which will be described later, are not shown in the drawings. ... is formed with an opening penetrating in the thickness direction so that it can be buried in the surrounding ground G from inside this working shield tunnel 2.
上記の如（作業用シールドトンネル２が本トンネルＴの
掘削部に沿って先行構築されたならば、次いで、それら
作業用シールドトンネル２の内部より凍結管３，３．・
・・を地盤内に埋設する。この凍結管３は、上記従来の
凍結法に用いられるものと同じものでよく、例えば内部
にブライン等の冷媒を有したものとなっている。As described above (if the working shield tunnel 2 is constructed in advance along the excavation part of the main tunnel T, then the freezing pipes 3, 3.
... is buried in the ground. This freezing tube 3 may be the same as that used in the conventional freezing method described above, and may have a refrigerant such as brine inside, for example.
前記凍結管３，３．・・・の埋設作業は、削孔機により
作業用シールドトンネル２の内部から前記セグメントの
開口部を介して地盤を削孔した後、同様に作業用シール
ドトンネル２の内部より前記セグメント開口部を介して
行う。The cryotubes 3, 3. The burying work involves drilling holes in the ground from inside the working shield tunnel 2 through the openings of the segments, and then similarly drilling the segment openings from inside the working shield tunnel 2. Do it through.
凍結管３，３．・・・が埋設されたならば、それら各凍
結管３と作業用シールドトンネル２内に設置した図示し
ない冷凍機（冷熱供給源）とを接続し、凍結管３内の冷
媒を循環させる。これにより、本トンネルＴを形成すべ
き地盤Ｇの掘削部周辺が凍結固化される。図中符号Ｆは
形成された凍結領域を示している。Freezing tube 3, 3. ... are buried, each of the freezing tubes 3 is connected to a not-shown refrigerator (cold heat supply source) installed in the working shield tunnel 2, and the refrigerant in the freezing tubes 3 is circulated. As a result, the area around the excavated portion of the ground G where the main tunnel T is to be formed is frozen and solidified. The symbol F in the figure indicates the formed frozen region.
上記方法によれば、地盤改良のための装置等が地上面を
占有することなく、しかもトンネルの深度に拘わらず精
度の高い地盤改良（地盤の凍結固化）を行えるとともに
、本トンネルＴの掘削作業を干渉することもないので、
本トンネルＴの構築作業を極めて効率的に行うことがで
きる。また、本トンネルＴに先行して構築される作業用
シールドトンネル２は、本トンネルＴ施工時には資材の
搬入路および掘削土砂の搬出路として、また、本トンネ
ルＴの完了後には本トンネルＴの付帯設備としての避難
坑や換気坑、または共同坑等として利用できるといった
効果も得られる。また、作業用のトンネルは、これをシ
ールドトンネルとしたため、断面を充分大きなものとす
ることができ、また延長距離に制限を受けることもなく
、しかも曲線施工にも極めて容易に対応することができ
る。According to the above method, ground improvement equipment etc. do not occupy the ground surface, and moreover, highly accurate ground improvement (freezing and solidification of the ground) can be performed regardless of the depth of the tunnel, and the excavation work of the tunnel T can be performed with high precision. Since it does not interfere with
The construction work of this tunnel T can be performed extremely efficiently. In addition, the working shield tunnel 2, which will be constructed prior to the main tunnel T, will be used as an inlet route for materials and an outlet route for excavated earth and sand during construction of the main tunnel T, and as an accessory to the main tunnel T after the completion of the main tunnel T. It can also be used as an evacuation shaft, ventilation shaft, or communal shaft. In addition, since the work tunnel is a shield tunnel, the cross section can be made sufficiently large, there is no restriction on extension distance, and it can be extremely easily adapted to curved construction. .
第２図は、上記方法をさらに効率的に実施するための方
法を示したものである。FIG. 2 shows a method for implementing the above method more efficiently.
この方法は、上記同様、作業用シールドトンネル２．２
．・・・を予め本トンネルＴに先行して構築した後、前
記凍結管３および冷熱供給源等による地盤の凍結作業は
、本トンネルＴの進捗に合わせ、本トンネルＴの切羽周
辺のみについて行っていくものである。This method is similar to the above, working shield tunnel 2.2
．． ... has been constructed in advance in advance of the main tunnel T, and the ground freezing work using the freezing pipe 3 and cold heat supply source etc. is carried out only around the face of the main tunnel T in accordance with the progress of the main tunnel T. It's something that will happen.
第２図中、符号４は現在掘削が進行されている本トンネ
ルＴの切羽、符号Ｚ１は現凍結ゾーン、Ｚ、は次回凍結
ゾーン（未凍結ゾーン）、Ｚｏは先に凍結作業を施工さ
れた前回凍結ゾーンである。In Figure 2, code 4 is the face of the main tunnel T that is currently being excavated, code Z1 is the current frozen zone, Z is the next frozen zone (unfrozen zone), and Zo is the area where freezing work was performed first. This is the last frozen zone.
すなわち、いま、凍結管３ （本図では略されている）
は、はぼ現凍結ゾーンＺＩのみに対応して設置され、か
つそれら凍結管３が作用しているものとなっている。そ
して、この図示の状態のときに、前回凍結ゾーンＺ。に
設置されていた凍結管３および冷凍機等の凍結設備を次
回凍結ゾーンＺ、に順次移動させておき、切羽４が該次
回凍結ゾーンＺ、に達する以前に該ゾーンＺ、を凍結さ
せておくようにする。このとき、上記凍結設備の移設に
より、地盤Ｇの前回凍結ゾーンＺ０は凍結操作が停止さ
れ、やがて固結状態は緩み、最終的には元の未固結地盤
に戻るか、既に本トンネルＴは覆工が完了し、その構築
が終了するものとなるため問題はない。That is, now cryotube 3 (omitted in this figure)
are installed corresponding only to the actual freezing zone ZI, and these freezing tubes 3 are in operation. Then, in this illustrated state, the previous frozen zone Z. The freezing pipes 3 and freezing equipment such as refrigerators installed in the freezing zone Z are sequentially moved to the next freezing zone Z, and the zone Z is frozen before the face 4 reaches the next freezing zone Z. do it like this. At this time, due to the above-mentioned relocation of the freezing equipment, the freezing operation is stopped in the previously frozen zone Z0 of the ground G, and the solidified state will eventually loosen and eventually return to the original unconsolidated ground, or the main tunnel T has already been frozen. There is no problem as the lining will be completed and the construction will be completed.
上記の如（、本トンネルＴの掘削工程に伴って凍結ゾー
ンＺｌを順次盛り換えて行くようにすれば、凍結管３お
よび冷凍機等の凍結設備の使用を最小限に留め、それら
の効率的な運用が図られるものとなる。As mentioned above, if the freezing zone Zl is sequentially replaced with the excavation process of the main tunnel T, the use of freezing equipment such as the freezing pipe 3 and refrigerator can be kept to a minimum, and their efficiency can be improved. This will ensure effective operation.
なお、第３図ないし第６図はそれぞれ、前記作業用シー
ルドトンネル２の設定位置、設定数を上記第１図のもの
と変えた場合を示したもので、第３図のものは、作業用
シールドトンネル２を、形成すべき本トンネルＴの上方
に１本設けたもの、第４図のものは、本トンネルＴの両
側に本トンネルＴからある程度の距離を置いて設けたも
の、第５図のものは本トンネルＴを２本並行に構築する
例で、作業用シールドトンネル２をそれら形成すべき本
トンネルＴ、Ｔの間に１本設けたもの、さらに第６図の
ものは、掘削部１のほぼ中央部に先行して形成したもの
である。第６図における作業用シールドトンネル２は、
本トンネルＴの構築とともに取り壊されるものとなる。In addition, FIGS. 3 to 6 respectively show cases where the setting position and number of the working shield tunnels 2 are different from those in FIG. 1, and the one in FIG. In the case where one shield tunnel 2 is provided above the main tunnel T to be formed, in the case shown in FIG. 4, the shield tunnel 2 is provided on both sides of the main tunnel T at a certain distance from the main tunnel T, in the case shown in FIG. This is an example in which two main tunnels T are constructed in parallel, and one work shield tunnel 2 is provided between the main tunnels T and T to be formed.Furthermore, the example shown in Fig. 6 is an example in which two main tunnels T are constructed in parallel. It is formed in advance at approximately the center of 1. The work shield tunnel 2 in FIG.
It will be demolished along with the construction of Tunnel T.
作業用シールドトンネル２は、このように、その形成位
置および形成数を適宜に設定することができ、掘削地盤
Ｇの状況、あるいは構築すべき本トンネルＴの態様に応
じて決定すればよい。In this way, the formation position and the number of work shield tunnels 2 can be set as appropriate, and may be determined according to the condition of the excavated ground G or the aspect of the main tunnel T to be constructed.
また、本発明に係る地盤改良方法は、ＮＡＴＭ工法によ
り構築されるトンネルに限定されるものではなく、・一
般に実施されているその他のトンネルにも適用可能であ
ることは言うまでもない。Furthermore, it goes without saying that the ground improvement method according to the present invention is not limited to tunnels constructed by the NATM construction method, but can also be applied to other commonly practiced tunnels.
以上説明したとおり本発明の請求項１に係るトンネル掘
削における地盤改良方法によれば、地盤改良のための装
置・設備等が地上面を占有することなく、しかもトンネ
ルの深度に拘わらず精度の高い地盤の凍結固化を行える
とともに、本トンネルの掘削作業を干渉することもない
ので、本トンネルの構築作業を極めて効率的に行うこと
ができる。また、本トンネルに先行して構築される作業
用シールドトンネルは、シールドトンネル故に断面を充
分太き（とれるとともに延長距離に制限を受けることが
な（、かつ曲線施工にも容易に対応可能で、さらには本
トンネル施工時には資材の搬入路および掘削土砂の搬出
路として、また、本トンネルの完了後には本トンネルの
付帯設備としての避難坑や換気坑、または共同坑等とし
ても利用できる、等の優れた効果を奏する。As explained above, according to the ground improvement method for tunnel excavation according to claim 1 of the present invention, equipment and equipment for ground improvement do not occupy the ground surface, and moreover, the method can be performed with high precision regardless of the depth of the tunnel. Since the ground can be frozen and solidified and it does not interfere with the excavation work of the main tunnel, the construction work of the main tunnel can be carried out extremely efficiently. In addition, the work shield tunnel that will be constructed prior to this tunnel will have a sufficiently thick cross section because it is a shield tunnel, and will not be limited in extension distance (and can easily accommodate curved construction. Furthermore, during the construction of this tunnel, it can be used as an inlet route for materials and an outlet route for excavated soil, and after the tunnel is completed, it can be used as an auxiliary facility such as an evacuation shaft, a ventilation shaft, or a communal shaft. It has excellent effects.
また、本発明の請求項２に係るトンネル掘削における地
盤改良方法によれば、上記請求項１に係るトンネル掘削
における地盤改良方法を実施するにあたり、凍結設備等
の使用を最小限に留めると同時に無駄な凍結運転を行う
ことがなく、極めて効率的、経済的な施工を実現するこ
とができる。Further, according to the ground improvement method for tunnel excavation according to claim 2 of the present invention, when carrying out the ground improvement method for tunnel excavation according to claim 1, the use of freezing equipment etc. can be minimized and at the same time wasteful. Extremely efficient and economical construction can be achieved without the need for freezing operations.
第１図は本発明の請求項１に係る地盤改良方法を示すも
ので、トンネル構築部の地盤を作業用シールドトンネル
等と共に示す正面縦断面図、第２図は本発明の請求項２
に係る地盤改良方法を示すもので、トンネル構築部の地
盤を示す側断面図、第３図ないし第６図は本発明に係る
作業用シールドトンネルの他の配置例を示したもので、
それぞれトンネル構築部の地盤を作業用シールドトンネ
ルと共に示した正面縦断面図である。
第１図
Ｇ・・・・・・地盤、 Ｔ・・・・・・本ト
ンネル、ｌ・・・・・・掘削部、
２・・・・・・作業用シールドトンネル、３・・・・・
・凍結管。Fig. 1 shows the ground improvement method according to claim 1 of the present invention, and Fig. 2 is a front longitudinal cross-sectional view showing the ground of the tunnel construction part together with a work shield tunnel etc., and Fig. 2 shows the ground improvement method according to claim 1 of the present invention.
Fig. 3 to Fig. 6 are side sectional views showing the ground of the tunnel construction section, and Figs. 3 to 6 show other examples of arrangement of the working shield tunnel according to the present invention.
FIG. 3 is a front vertical cross-sectional view showing the ground of each tunnel construction part together with a working shield tunnel. Figure 1 G: Ground, T: Main tunnel, L: Excavation section, 2: Working shield tunnel, 3:
・Freezing tube.
Claims (1)
する際の地盤改良方法であって、構築すべき本トンネル
に先行して該本トンネルを形成すべき掘削部に沿って作
業用シールドトンネルを構築する工程と、前記作業用シ
ールドトンネルの内部より改良すべき地盤内に、内部に
冷媒を有してなる凍結管を埋設する工程と、前記作業用
シールドトンネル内に設置した冷熱供給源により前記凍
結管を介して前記掘削部の全周域を凍結固化する工程と
、を有することを特徴とするトンネル掘削における地盤
改良方法。 ２）請求項１記載のトンネル掘削における地盤改良方法
において、前記凍結管および前記冷熱供給源等の凍結設
備を、前記本トンネルの掘削工程に伴って本トンネルの
既掘削部分から未掘削部分に対応させて順次移行させて
いくことを特徴とするトンネル掘削における地盤改良方
法。[Claims] 1) A ground improvement method for improving the ground of an excavated part in advance when excavating a tunnel, the method comprising: a step of constructing a working shield tunnel; a step of burying a freezing pipe having a refrigerant inside in the ground to be improved from inside the working shield tunnel; and a step of burying a freezing pipe having a refrigerant inside; A method for ground improvement in tunnel excavation, comprising the step of freezing and solidifying the entire circumference of the excavated portion via the freezing pipe using a cold heat supply source. 2) In the ground improvement method for tunnel excavation according to claim 1, the freezing equipment such as the freezing pipe and the cold heat supply source is adapted to correspond to the excavated part of the main tunnel from the unexcavated part along with the excavation process of the main tunnel. A ground improvement method for tunnel excavation, which is characterized by sequentially transferring the ground.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14797789A JP2676011B2 (en) | 1989-06-09 | 1989-06-09 | Ground improvement method in tunnel excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14797789A JP2676011B2 (en) | 1989-06-09 | 1989-06-09 | Ground improvement method in tunnel excavation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0313688A true JPH0313688A (en) | 1991-01-22 |
| JP2676011B2 JP2676011B2 (en) | 1997-11-12 |
Family
ID=15442380
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP14797789A Expired - Lifetime JP2676011B2 (en) | 1989-06-09 | 1989-06-09 | Ground improvement method in tunnel excavation |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2676011B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011080241A (en) * | 2009-10-07 | 2011-04-21 | Nishimatsu Constr Co Ltd | Construction method of tunnel |
| JP2018165434A (en) * | 2017-03-28 | 2018-10-25 | 西松建設株式会社 | Method for constructing wide block, method for forming movable stopping-water barrier and refrigerant circuit for stopping-water barrier formation |
| CN108843336A (en) * | 2018-07-02 | 2018-11-20 | 中国铁建重工集团有限公司 | Development machine, development machine cutterhead and cutter replacing method |
| CN113236261A (en) * | 2021-06-28 | 2021-08-10 | 中铁八局集团第一工程有限公司 | Method for excavating large-section cavern of shallow underground station |
-
1989
- 1989-06-09 JP JP14797789A patent/JP2676011B2/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011080241A (en) * | 2009-10-07 | 2011-04-21 | Nishimatsu Constr Co Ltd | Construction method of tunnel |
| JP2018165434A (en) * | 2017-03-28 | 2018-10-25 | 西松建設株式会社 | Method for constructing wide block, method for forming movable stopping-water barrier and refrigerant circuit for stopping-water barrier formation |
| CN108843336A (en) * | 2018-07-02 | 2018-11-20 | 中国铁建重工集团有限公司 | Development machine, development machine cutterhead and cutter replacing method |
| CN108843336B (en) * | 2018-07-02 | 2024-02-02 | 中国铁建重工集团股份有限公司 | Heading machine, heading machine cutterhead and cutter changing method |
| CN113236261A (en) * | 2021-06-28 | 2021-08-10 | 中铁八局集团第一工程有限公司 | Method for excavating large-section cavern of shallow underground station |
| CN113236261B (en) * | 2021-06-28 | 2023-08-15 | 中铁八局集团第一工程有限公司 | Method for excavating large-section grotto of shallow-buried underground station |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2676011B2 (en) | 1997-11-12 |
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