JPH03132592A - Foundation improvement for driving tunnel - Google Patents
Foundation improvement for driving tunnelInfo
- Publication number
- JPH03132592A JPH03132592A JP27010689A JP27010689A JPH03132592A JP H03132592 A JPH03132592 A JP H03132592A JP 27010689 A JP27010689 A JP 27010689A JP 27010689 A JP27010689 A JP 27010689A JP H03132592 A JPH03132592 A JP H03132592A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- ground
- strength
- area
- freezing
- 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
- 239000000126 substance Substances 0.000 claims abstract description 26
- 238000007710 freezing Methods 0.000 claims abstract description 23
- 230000008014 freezing Effects 0.000 claims abstract description 23
- 238000002347 injection Methods 0.000 claims abstract description 16
- 239000007924 injection Substances 0.000 claims abstract description 16
- 238000000034 method Methods 0.000 claims description 45
- 238000009412 basement excavation Methods 0.000 claims description 26
- 239000000243 solution Substances 0.000 claims description 9
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 238000010276 construction Methods 0.000 abstract description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 10
- 230000002093 peripheral effect Effects 0.000 abstract 1
- 230000000694 effects Effects 0.000 description 7
- 239000007788 liquid Substances 0.000 description 6
- 239000002689 soil Substances 0.000 description 6
- 238000007596 consolidation process Methods 0.000 description 3
- 238000005755 formation reaction Methods 0.000 description 3
- IJGRMHOSHXDMSA-UHFFFAOYSA-N Atomic nitrogen Chemical compound N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000009423 ventilation Methods 0.000 description 2
- 206010016807 Fluid retention Diseases 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 239000012267 brine Substances 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000003814 drug Substances 0.000 description 1
- 229940079593 drug Drugs 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000007789 gas Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000008155 medical solution Substances 0.000 description 1
- 239000008267 milk Substances 0.000 description 1
- 210000004080 milk Anatomy 0.000 description 1
- 235000013336 milk Nutrition 0.000 description 1
- 229910052757 nitrogen Inorganic materials 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000003507 refrigerant Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- HPALAKNZSZLMCH-UHFFFAOYSA-M sodium;chloride;hydrate Chemical compound O.[Na+].[Cl-] HPALAKNZSZLMCH-UHFFFAOYSA-M 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- 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、薬液注入工法と凍結法とを用いてなるトンネル掘
削における地盤改良方法に関ケるものである。[Detailed Description of the Invention] [Industrial Application Field] The present invention relates to a ground improvement method in tunnel excavation.
In particular, it relates to a ground improvement method for tunnel excavation using a chemical injection method and a freezing method.
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」二で、Ｉ）切羽の安定化、１１）湧
水の防止、ｊｌｌ）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、Ｎ Ａ Ｔ” Ｍ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, it is necessary to ensure the safety, economy, and construction period of the construction work. 2) Stabilization of the face, 11) Prevention of spring water, and 1) Prevention of ground subsidence must always be taken into account. First, if the ground is soft, it is necessary to improve the ground. In particular, these are important factors when excavating using the NAT''M method.
」二記の如くトンネルを掘削する際に行う地盤改良法と
して従来より広〈実施されているものに薬液注入法（ケ
ミカルグラウト］二法）および凍結法がある。薬液注入
法（Ｊｌ例えば注入剤としてセメントミルクあるいはセ
メントベントナイトＣ Ｂ ）を用いて、圧力機器を使
用して加圧注入するものである。また、凍結法は、凍結
同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。As described in Section 2, two of the most widely used ground improvement methods used when excavating tunnels are the chemical grouting method and the freezing method. A chemical injection method (for example, cement milk or cement bentonite C B as an injection agent) is used to inject under pressure using a pressure device. In addition, the freezing method involves placing cryotubes in advance at predetermined intervals in the area where freezing and assimilation is planned, and circulating brine cooled by a refrigerator into the cryotubes, or releasing gas from a liquid nitrogen cylinder into the cryotubes. This is to freeze and solidify the ground.
ところで、これら薬液注入法あるいは凍結法により地盤
の改良を実施するにはそれぞれ次のような不都合が生じ
ている。By the way, the following inconveniences arise when improving the ground using these chemical injection methods or freezing methods.
まず、薬液注入法では、止水作用および地盤の安定化作
用の双方を十分満足させるのが難しいといったことであ
る。つまり、止水性を得るためには、薬液として、地盤
を構成する細砂間等の細かい間隙にも十分浸透できるよ
うに比較的低粘度でヂキソトロビー性の低いしのを使用
する必要があるが、このような薬液は地盤の固結作用が
低く、一方、地盤の強固なる固結作用を得るべく高粘度
・高ヂキソトロビー性の薬液を使用すると、浸透性か低
いために十分な止水性が得られなくなるからである。一
方、凍結法により凍結固化された地盤は、優れた地盤の
強化作用とともに上水性も得られるといった利点がある
が、工事終了後に凍結同化予定地を解凍した場合には元
の地盤に戻るため、トンネル構造物への作用上圧が大き
くなるといった問題がある。First, with the chemical injection method, it is difficult to sufficiently satisfy both the water stopping effect and the ground stabilizing effect. In other words, in order to obtain water-stopping properties, it is necessary to use a chemical with relatively low viscosity and low dixotropic properties so that it can sufficiently penetrate into the fine gaps such as the fine sand that makes up the ground. Such chemical solutions have a low soil consolidation effect.On the other hand, if a chemical solution with high viscosity and high dixotropy is used to obtain a strong soil consolidation effect, sufficient water stopping properties may not be obtained due to low permeability. Because it will disappear. On the other hand, the ground that has been frozen and solidified by the freezing method has the advantage of providing excellent ground reinforcement and water-retention properties, but if the frozen and assimilated site is thawed after construction is completed, it will return to its original state. There is a problem in that the pressure acting on the tunnel structure increases.
本発明は」二足の事情に鑑みてなされたもので、凍結法
による優位性を活用しつつ、二「事終了後にもトンネル
構造物周辺の地盤強度を確保をすることのできる、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。The present invention was made in view of the following two circumstances, and while taking advantage of the advantages of the freezing method, it also provides a method for tunnel excavation that can ensure the strength of the ground around tunnel structures even after the construction This relates to ground improvement methods.
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、薬液の注入により、形成すべき本トンネルの掘
削部に沿って該掘削部を囲繞する形態に強度増加領域を
形成した後、前記強度増加領域を含む前記掘削部周辺部
分を凍結させることを特徴とするものである。In the ground improvement method for tunnel excavation according to claim 1 of the present invention, after forming a strength-increasing region along the excavated part of the main tunnel to be formed in a form surrounding the excavated part by injecting a chemical solution, The present invention is characterized in that a portion around the excavated portion including the increased area is frozen.
また、本発明の請求項２に係るトンネル掘削における地
盤改良方法は、請求項Ｉ記載のトンネル掘削における地
盤改良方法において、前記凍結作業および前記強度増加
領域の形成は、予め、形成すべき本トンネルに先行して
該本トンネルが構築されるべき掘削部に沿って作業用ト
ンネルを構築した後、該作業用）・ンネル内部より地盤
内に設置した凍結管および薬液注入管により行うごとを
特徴とするものである。Further, in the ground improvement method for tunnel excavation according to claim 2 of the present invention, in the ground improvement method for tunnel excavation according to claim I, the freezing work and the formation of the strength increasing region are performed in advance in the main tunnel to be formed. After constructing a working tunnel along the excavation section where the main tunnel is to be constructed, the work is carried out using a freezing pipe and a chemical injection pipe installed into the ground from inside the tunnel. It is something to do.
掘削部周囲に強度増加領域を形成した後、該強度増加領
域内の地盤を凍結させるため、工事完了後凍結部が解凍
された場合にもトンネル構造物を作用土圧等から保護す
ることができる。After forming an area of increased strength around the excavation part, the ground within the area of increased strength is frozen, so even if the frozen area thaws after construction is completed, the tunnel structure can be protected from acting earth pressure, etc. .
また、強度増加領域および凍結領域を、本トンネルに先
行して構築した作業用トンネル内より行えば、地盤改良
を、Ｉ・ンネルの形成深度に拘わらず精度よく効率的に
行える。Furthermore, if the strength-increasing area and the frozen area are performed from within the working tunnel constructed prior to the main tunnel, ground improvement can be performed accurately and efficiently regardless of the depth at which the I tunnel is formed.
以下、本発明の実施例を図面を参照しなから説明する。 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）・ンネル、符号ＧはトンネルＴが形
成されるへ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.
The symbol G indicates the isolated ground where the tunnel T is to be constructed. In this case, the ground G is unconsolidated water-containing ground.
」−記トンネルＴを掘削するに際しては、まず、地盤Ｇ
における、トンネルＴを形成すべき掘削部１に沿う部分
に薬液注入により強度増加領域２を形成する。この強度
増加領域２は、図示されるように掘削部Ｉの全周に対し
て、また、掘削部１の全長にわたって形成する。なお、
ここでｒに入する薬液としては、止水性にりも地盤の固
結作用を重視した薬液を使用することが望ましい。なぜ
ならば、止水性は後に施工される凍結法により確保され
るからである。” - When excavating the tunnel T, first, the ground G
A strength increasing region 2 is formed by injecting a chemical solution along the excavated portion 1 where the tunnel T is to be formed. This increased strength region 2 is formed around the entire circumference of the excavated portion I and over the entire length of the excavated portion 1 as shown in the figure. In addition,
Here, it is desirable to use a chemical solution that emphasizes water-stopping properties and soil consolidation effects as the chemical solution that enters r. This is because water-tightness is ensured by the freezing method that will be applied later.
前記強度増加領域２を形成するには、例えば地」―より
従来の薬液注入法を用いて行うことか可能であるが、そ
の他の手段によってもよく、それに付いては後述する。The strength-increasing region 2 can be formed by, for example, a conventional chemical injection method, but other methods may also be used, which will be described later.
」−記の如く強度増加領域２が形成されたならば、次い
で、同じく地盤Ｇの掘削部１に沿う部分でかつ該強度増
加領域２を含む部分を凍結させ、凍結領域３を形成する
。ずなわち、ここでの凍結領域３は、形成すべきトンネ
ルＴの径に対して極めて大径に、掘削部１を広範囲に囲
繞する如く形成されるものとなる。After the strength increasing region 2 is formed as shown in "-," next, a portion of the ground G along the excavated portion 1 and including the strength increasing region 2 is frozen to form a frozen region 3. In other words, the frozen region 3 here is formed to have an extremely large diameter compared to the diameter of the tunnel T to be formed, and to surround a wide range of the excavated portion 1.
ここにおける凍結方法も前記強度増加領域２同様、従来
の凍結法により行うことができるが、後述する手段によ
れば極めて効果的である。Although the freezing method here can be carried out by the conventional freezing method as in the above-mentioned strength increasing region 2, the method described later is extremely effective.
」二足の如く地盤Ｇにおける掘削部１に、強度増加領域
２とこの強度増加領域２を含む凍結領域３とが形成され
たならば、以降は前記強度増加領域２の部分を掘削して
行けばよい。” Once the increased strength region 2 and the frozen region 3 including this increased strength region 2 are formed in the excavated portion 1 in the ground G like two feet, the portion of the increased strength region 2 can be excavated from now on. Bye.
このように、−１−記方法によれば、地盤Ｇが未固結含
水地盤であっても掘削部分は」−記工程により凍結固化
されているから、掘削時において、トンネル切羽および
壁面の安定が充分に図られるとともに湧水も確実に防止
され、トンネル掘削を容易かつ安全に行うことができる
。そして、トンネル′■゛構築後、凍結地盤が解凍され
凍結領域３が消滅した場合でも強度増加領域２か残存す
ることにより地盤Ｇにおける掘削部１（トンネルＴ）を
囲繞する部分は周囲地盤の土庄に対して抗することがで
き、構造体としてのトンネルＴへの作用土圧を軽減させ
ることができる。In this way, according to the method described in -1-, even if the ground G is unconsolidated water-containing ground, the excavated portion is frozen and solidified by the process described in "-", so the tunnel face and wall surface are stabilized during excavation. This ensures that water leakage is sufficiently prevented and that water leakage is reliably prevented, allowing tunnel excavation to be carried out easily and safely. After construction of the tunnel '■', even if the frozen ground thaws and the frozen area 3 disappears, the increased strength area 2 remains, so that the part of the ground G that surrounds the excavated part 1 (tunnel T) is covered by the soil of the surrounding ground. The earth pressure acting on the tunnel T as a structure can be reduced.
第２図および第３図は前記強度増加領域２および凍結領
域３を形成ずろ際の方法を示したもので、本発明の請求
項２に記載したトンネル掘削における地盤改良方法に係
るものである。FIGS. 2 and 3 show a method for forming the strength-increasing region 2 and frozen region 3, and are related to the ground improvement method for tunnel excavation according to claim 2 of the present invention.
本方法では、まず、形成すべき本トンネルＴに先行して
作業用トンネル４，４を形成する。これら作業用トンネ
ル４は、形成すべき本トンネルＴの掘削部１に沿って構
築する。この作業用トンネル４は例えば内径３〜５ｍの
もので、本実施例のらのでは、これをノールトトンネル
としている。In this method, first, the working tunnels 4, 4 are formed prior to the main tunnel T to be formed. These working tunnels 4 are constructed along the excavated portion 1 of the main tunnel T to be formed. This working tunnel 4 has an inner diameter of, for example, 3 to 5 m, and in this embodiment, this is called a Nord tunnel.
つまりここでは、これら作業用Ｉ・ンネル４，４は、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
ながらノールト掘進機により施工される。That is, here, these working I-tunnels 4, 4 are constructed by a Nord excavator while performing segment lining, as in a general shield tunnel.
ただし、ここで使用される覆］二用セグメントのいくつ
かは、図示は省略するが、後述の薬液注入管５５ 、
あるいは凍結管６，６． をこの作業用トンネル４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Ｉ」部を形成したらのとなっている。However, some of the two segments used here are not shown, but include the chemical liquid injection pipe 55, which will be described later.
Or cryotube 6,6. An open I'' portion penetrating in the thickness direction is formed so that the work tunnel 4 can be buried in the surrounding ground G from inside the working tunnel 4.
」−語の如く作業用トンネル４，４が本トンネルＴの掘
削部１に沿って先行構築されたならば、次いで、第２図
に示すようにそれら作業用トンネル４の内部より、地盤
Ｇ中に薬液を注入するための薬液注入管５，５．・を地
盤内の強度増加領域２を形成すべき部分に向０て埋設す
る。この薬液注入管５の埋設作業は、削孔機により作業
用Ｉ・ンネル４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、同様に作業用トンネル４の内部
より前記セグメント開口部を介して行う。”-If the working tunnels 4, 4 are constructed in advance along the excavation part 1 of the main tunnel T, then, as shown in FIG. A drug solution injection tube 5, 5.・Bury it in the ground toward the part where the increased strength region 2 is to be formed. The burying work of this chemical injection pipe 5 is carried out by drilling a hole in the ground from inside the working tunnel 4 through the opening of the segment using a drilling machine, and then similarly from inside the working tunnel 4 through the opening of the segment. This is done through the department.
薬液注入管５，５．・が埋設されたならば、作業用トン
ネル４内に設置した薬液注入装置（図示せず）により各
薬液注入管５に薬液を圧送することにより、薬液を地盤
Ｇ内に注入し、強度増加領域２を形成する。Chemical solution injection tube 5,5. - Once buried, the chemical liquid is injected into the ground G by force-feeding the chemical liquid to each chemical liquid injection pipe 5 by a chemical liquid injection device (not shown) installed in the working tunnel 4, and the strength increase area is form 2.
」−記工程により強度増加領域２が形成されたならば、
次に、第３図に示すように同様に作業用トンネル４の内
部からセグメントの開口部を介して凍結管６，６．・を
埋設する。これら凍結管６は、先に形成された強度増加
領域２を含む部分、および強度増加領域２のさらに外周
部に及ぶ部分に対応させて設ける。”-If the strength increasing region 2 is formed by the step described above,
Next, as shown in FIG. 3, freezing tubes 6, 6.・Bury. These freezing tubes 6 are provided corresponding to a portion including the previously formed strength-increasing region 2 and a portion extending further to the outer periphery of the strength-increasing region 2.
凍結管６．６．・・が埋設されたならば、作業用トンネ
ル４の内部に設置した冷凍機等の冷凍手段（図示せず）
を運転させることにより凍結管６内の冷媒を循環さ且、
これにより、地盤Ｇにおける前記強度増加領域２を含む
掘削部ｌに沿った部分の地盤を凍結固化させる。Cryotube 6.6. ... is buried, freezing means such as a refrigerator (not shown) installed inside the working tunnel 4.
The refrigerant in the freezing tube 6 is circulated by operating the
As a result, a portion of the ground G along the excavated portion 1 including the increased strength region 2 is frozen and solidified.
上記方法により強度増加領域２および凍結領域３を形成
すれば、それら各領域を形成するための装置・設備等が
地上面を占有することがなく、トンネルの構築深度に拘
わらず無駄の無い精度の高い地盤改良を行うことができ
る。また、本トンネルＴに先行して構築される作業用ト
ンネル４は、本トンネル′ｒ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利点も得
られる。By forming the increased strength region 2 and the frozen region 3 using the above method, the devices and equipment for forming these regions do not occupy the ground surface, and regardless of the depth of the tunnel construction, efficient precision can be achieved. It is possible to carry out high ground improvement. In addition, the work tunnel 4, 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 'r, and as an accessory to the main tunnel T after completion of the main tunnel T. Another advantage is that it can be used as an evacuation shaft, ventilation shaft, or communal shaft.
０
第４図ないし第７図はそれぞれ、前記作業用トンネル４
の設定位置、設定数を−１−記第２図、第３図のものと
変えた場合を示したもので、第４図のものは、作業用ト
ンネル４を、形成すべき本トンネルＴの上方に１零設置
Ｉたちの、第５図のものは、本トンネルＴの両側に本ト
ンネルＴからある程度距離を置いて設けたもの、第６図
のものは本トンネルＴを２本能行に構築する例で、作業
用トンネル４をそれら形成すべき零トンネルＴ、Ｔの間
に１本設けたもの、さらに第７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。0 Figures 4 to 7 respectively show the working tunnel 4.
This figure shows the case where the setting position and the number of settings are changed from those in Figures 2 and 3 shown in -1-.In Figure 4, the working tunnel 4 is changed from the main tunnel T to be formed. The one in Figure 5 with one zero installed above is one that is installed at a certain distance from the main tunnel T on both sides of the main tunnel T, and the one in Figure 6 is one in which the main tunnel T is constructed with two main tunnels running. In the example shown in FIG. 7, one working tunnel 4 is provided between the zero tunnels T and T to be formed, and in the example shown in FIG. be.
第７図における作業用トンネル４は、本トンネルＴの構
築ととらに取り壊されるものとなる。作業用トンネル４
（」、このように、その形成位置および形成数を適宜設
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。The working tunnel 4 in FIG. 7 will be demolished when the main tunnel T is constructed. Work tunnel 4
('', in this way, the formation position and the number of formations 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.
なお、実施例では、作業用トンネル４をンールドトンネ
ルとして説明したか、本発明に係る作業用トンネルとし
ては必ずしもノールトトンネルに限定されるものではな
い。ただし、このように作業用トンネルをノールドトン
ネルとすれば、その断面を充分大きく取ることができ、
また延長距離に制限を受けることもなく、かつ曲線施］
−にも容易に対応することができ極めて効果的である。In the embodiment, the working tunnel 4 has been described as a Nord tunnel, but the working tunnel according to the present invention is not necessarily limited to a Nord tunnel. However, if the work tunnel is made into a nord tunnel in this way, its cross section can be made sufficiently large,
In addition, there is no limit to the extension distance, and curved
It is extremely effective and can be easily adapted to -.
また、本発明はトンネルの構築方法としてＮＡＴＭ工法
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］二法に適用可能であることは言うまでも
ない。さらに、本発明は、上記の如く特にＩ・ンネルの
掘削に適用して効果的であるが、本発明の特に請求項１
に係る地盤改良方法はトンネルに限らず、いわゆる掘削
工程を有して構築されるその他の地下構造物（地下空間
）の構築に適用４−ることもでき、その場合でも」１記
同様の効果を得ることができる。Furthermore, it goes without saying that the present invention is not limited to the NATM construction method as a tunnel construction method, but is applicable to other commonly practiced tunnel construction methods. Further, as described above, the present invention is particularly effective when applied to I-channel excavation, but particularly in claim 1 of the present invention,
The ground improvement method related to 4- can be applied not only to tunnels but also to the construction of other underground structures (underground spaces) that are constructed using a so-called excavation process, and even in that case, the same effect as described in 1. can be obtained.
以」二説明したとおり本発明の請求項Ｉに係る！・ンネ
ル掘削における地盤改良方法によれば、地盤が未固結含
水地盤であっても掘削部分は凍結固化されているから、
掘削時においてトンネル切羽お１
にび壁面の安定が充分に図られるとと６に湧水も確実に
防止され、トンネル掘削を容易かつ安全に行うことがで
き、これにより、例えば従来、極端な軟弱地盤では困難
とされていたＮＡＴＭＴ法等によるトンネル掘削も実施
可能となりトンネルの構築を経済的かつ安全に行うこと
ができる」二に、トンネル構築後、凍結地盤が解凍され
た場合でも強度増加領域が残存することにより、地盤に
おける掘削部を囲繞する部分は周囲地盤の土庄に対して
抗することができ、構造体としてのトンネルへの作用上
圧を軽減させることができる。As explained above, claim I of the present invention!・According to the ground improvement method for tunnel excavation, even if the ground is unconsolidated water-containing ground, the excavated area is frozen and solidified.
When the tunnel face (1) and wall surface (6) are sufficiently stabilized during excavation, spring water is reliably prevented and tunnel excavation can be carried out easily and safely. Tunnel excavation using the NATMT method, which was thought to be difficult in the ground, can now be carried out economically and safely.Secondly, even if the frozen ground thaws after tunnel construction, the area of increased strength remains. By remaining in place, the part of the ground surrounding the excavation part can resist the soil of the surrounding ground, and the pressure exerted on the tunnel as a structure can be reduced.
また、本発明の請求項２に係る）・ンネル掘削における
地盤改良方法によれば、請求項Ｉに係る強度増加領域お
よび凍結領域の形成を、トンネルの形成深度に拘わらず
無駄なく高精度に行うことができ、しかもトンネル形成
部に対応する地上部分を占有することなく施工すること
ができる。加えて、本トンネルに先行して構築される作
業用トンネルは、本）・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利用することができる、等の優れ
た効果を奏することができる。Furthermore, according to the ground improvement method for tunnel excavation according to claim 2 of the present invention, the strength-increasing region and the frozen region according to claim I are formed with high accuracy without waste, regardless of the depth at which the tunnel is formed. Moreover, it can be constructed without occupying the above-ground area corresponding to the tunnel forming part. In addition, the work tunnel that will be constructed prior to the main tunnel will be used as an inlet route for materials and an outlet route for excavated soil during construction of the main tunnel, and as ancillary equipment for the main tunnel after completion of the main tunnel. It can produce excellent effects such as being able to be used as an evacuation shaft, ventilation shaft, communal shaft, etc.
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示す正面縦断面図、第２図
および第３図はそれぞれ本発明の請求項２に係る地盤改
良方法を示すもので、それぞれトンネル構築部の地盤を
作業用トンネル等と共に示す正面縦断面図、第４図ない
し第７図は本発明に係る作業用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
トンネルと共に示した正面縦断面図である。
Ｇ・・・・・地盤、 Ｔ・・・・・・トンネル（木）・
ンネル）、１ ・掘削部、 ２ ・・強度増加領域
、３・ ・凍結領域、 ４・ 作業用トンネル、５
・・薬液注入管、 ６ ・・凍結管。Fig. 1 shows the ground improvement method according to claim 1 of the present invention, and is a front vertical sectional view showing the ground of the tunnel construction part, and Fig. 2 and 3 respectively show the ground improvement method according to claim 2 of the present invention. The method is shown, and FIGS. 4 to 7 are front longitudinal cross-sectional views showing the ground of the tunnel construction part together with the working tunnel, etc., and show other examples of arrangement of the working 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 tunnel. G: Ground, T: Tunnel (wood)
tunnel), 1. Excavation section, 2. Strength increase area, 3. Frozen area, 4. Work tunnel, 5
...Medical solution injection tube, 6...Freezing tube.
Claims (1)
する際の地盤改良方法であって、薬液の注入により、形
成すべき本トンネルの掘削部に沿って該掘削部を囲繞す
る形態に強度増加領域を形成した後、前記強度増加領域
を含む前記掘削部周辺部分を凍結させることを特徴とす
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、前記凍結作業および強度増加領域の形成は、
予め、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トンネルを構築し、該
作業用トンネル内部より地盤内に設置した凍結管および
薬液注入管により行うことを特徴とするトンネル掘削に
おける地盤改良方法。[Scope of Claims] 1) A ground improvement method for improving the ground in an excavated area in advance before excavating a tunnel, which method involves surrounding the excavated area along the excavated area of the main tunnel to be formed by injecting a chemical solution. 1. A method for ground improvement in tunnel excavation, comprising: forming a strength-increasing region in a shape such that the strength-increasing region is formed, and then freezing a portion around the excavation portion including the strength-increasing region. 2) In the ground improvement method for tunnel excavation according to claim 1, the freezing operation and the formation of the strength-increasing region include:
In advance of the main tunnel to be constructed, a working tunnel is constructed along the excavation section where the main tunnel is to be formed, and this is carried out using a freezing pipe and a chemical injection pipe installed in the ground from inside the working tunnel. A ground improvement method in tunnel excavation characterized by:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP27010689A JP2739095B2 (en) | 1989-10-17 | 1989-10-17 | Ground improvement method in tunnel excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP27010689A JP2739095B2 (en) | 1989-10-17 | 1989-10-17 | Ground improvement method in tunnel excavation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH03132592A true JPH03132592A (en) | 1991-06-05 |
| JP2739095B2 JP2739095B2 (en) | 1998-04-08 |
Family
ID=17481622
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP27010689A Expired - Lifetime JP2739095B2 (en) | 1989-10-17 | 1989-10-17 | Ground improvement method in tunnel excavation |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2739095B2 (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007169881A (en) * | 2005-12-19 | 2007-07-05 | Shimizu Corp | Grouting method |
| JP2017106210A (en) * | 2015-12-09 | 2017-06-15 | 鹿島建設株式会社 | Construction method of freezing pipe |
| JP2017128917A (en) * | 2016-01-20 | 2017-07-27 | 清水建設株式会社 | Gable wall construction method |
| JP2018204310A (en) * | 2017-06-05 | 2018-12-27 | 前田建設工業株式会社 | Underground widened portion construction method |
| CN114856578A (en) * | 2022-04-20 | 2022-08-05 | 中铁一局集团有限公司 | Freezing and in-hole grouting improved combined bearing stratum reinforcing scheme |
| CN114855874A (en) * | 2022-04-29 | 2022-08-05 | 南京林业大学 | Open excavation and freezing underground excavation combined construction method for underground communication passage access close to existing structure through pipe gallery |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101487422B1 (en) * | 2012-12-20 | 2015-01-30 | 두산건설 주식회사 | Freezimg pipe and ground freezing method using freezimg pipe |
-
1989
- 1989-10-17 JP JP27010689A patent/JP2739095B2/en not_active Expired - Lifetime
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007169881A (en) * | 2005-12-19 | 2007-07-05 | Shimizu Corp | Grouting method |
| JP4660820B2 (en) * | 2005-12-19 | 2011-03-30 | 清水建設株式会社 | Grouting method |
| JP2017106210A (en) * | 2015-12-09 | 2017-06-15 | 鹿島建設株式会社 | Construction method of freezing pipe |
| JP2017128917A (en) * | 2016-01-20 | 2017-07-27 | 清水建設株式会社 | Gable wall construction method |
| JP2018204310A (en) * | 2017-06-05 | 2018-12-27 | 前田建設工業株式会社 | Underground widened portion construction method |
| CN114856578A (en) * | 2022-04-20 | 2022-08-05 | 中铁一局集团有限公司 | Freezing and in-hole grouting improved combined bearing stratum reinforcing scheme |
| CN114855874A (en) * | 2022-04-29 | 2022-08-05 | 南京林业大学 | Open excavation and freezing underground excavation combined construction method for underground communication passage access close to existing structure through pipe gallery |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2739095B2 (en) | 1998-04-08 |
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