JP2721950B2 - Ground improvement method for tunnel excavation and surrounding area - Google Patents
Ground improvement method for tunnel excavation and surrounding areaInfo
- Publication number
- JP2721950B2 JP2721950B2 JP5221820A JP22182093A JP2721950B2 JP 2721950 B2 JP2721950 B2 JP 2721950B2 JP 5221820 A JP5221820 A JP 5221820A JP 22182093 A JP22182093 A JP 22182093A JP 2721950 B2 JP2721950 B2 JP 2721950B2
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- fixing
- injection
- outer tube
- ground
- 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 - Fee Related
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Description
【０００１】[0001]
【産業上の利用分野】本発明はトンネル掘削部及びその
周辺部の地盤改良工法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a soil improvement method for a tunnel excavation part and its surroundings.
【０００２】[0002]
【従来技術とその問題点】従来、自立性の低い、例えば
未固結の軟弱地盤においてトンネルを構築するに際して
は、通常、トンネル掘削に先行してトンネル断面並びに
その周辺部の地盤を薬液注入により固結し、トンネル掘
削時に本坑や切羽部が崩壊せぬように強化している。ま
た、トンネル掘進中は、トンネルの掘削と同時並行して
掘削により新たに生じた坑壁を支保し、空洞空間を確保
している。2. Description of the Related Art Conventionally, when constructing a tunnel in a low independence, for example, unconsolidated soft ground, usually, prior to the excavation of the tunnel, the cross section of the tunnel and the ground around the tunnel are injected with a chemical solution. It is reinforced and strengthened to prevent the main shaft and face from collapsing during tunnel excavation. In addition, during tunnel excavation, a newly formed tunnel wall is supported in parallel with the tunnel excavation to secure a hollow space.
【０００３】従来、このような薬液注入工及び支保工は
個別作業によって行われているが、之等の作業には多大
の人手と時間を要し、工期延長、工費高騰の原因になっ
ていた。Conventionally, such chemical solution injection work and support work have been performed individually, but such work requires a great deal of manpower and time, resulting in an increase in the construction period and a rise in construction costs. .
【０００４】さらに、トンネル掘進により新たに生じた
坑壁の周辺時の地盤は薬液注入により固結強化されてい
るとはいえ、薬液注入による地盤改良の効果には限界が
あるので、坑壁の支保作業時に懸念される坑壁崩壊防止
対策としては万全なものでなく、より一層の改善が望ま
れていた。Further, although the ground around the pit wall newly formed by tunnel excavation is reinforced by the injection of the chemical solution, the effect of the ground improvement by the injection of the chemical solution is limited. As a countermeasure to prevent collapse of the pit wall, which is a concern at the time of the support work, it was not thorough and further improvement was desired.
【０００５】本発明は、このような従来の問題点を一掃
することを目的としてなされたものである。The present invention has been made for the purpose of eliminating such a conventional problem.
【０００６】本発明は、掘削すべきトンネルと略々平行
に予め掘削形成した導坑内よりトンネル掘削部及びその
周辺部の地盤改良を行う工法であって、上記導坑内から
掘削すべきトンネルの断面を超えてその周辺部の地盤内
の所定深度に到達するようにケーシングチューブの適用
のもとに削孔を形成する工程及び該削孔内に建て込まれ
た注入用外管と該外管内に挿入されたダブルパッカー付
き注入用内管とを用いて外管の外周部の周りの周隙をシ
ールグラウトの充填によりによりシールした状態で薬液
注入する工程とを含み、薬液注入後、内管は外管を建て
込み位置に残したままで引き抜き回収され、残置された
外管のうち、トンネル断面を超えてその周辺部の地盤内
に挿入設置される部分は、高強度部材から構成されてい
ると共に、先端側寄りの部分に注入孔付き定着用部を具
備し、該定着用部は、薬液注入の前又は後に、当該定着
用部内からその注入孔を通じ定着部外周部周りの周隙内
に注入充填される定着材により建て込み位置に定着固定
されることを特徴とするトンネル掘削部及びその周辺部
の地盤改良工法に係る。The present invention relates to a method of improving the ground of a tunnel excavation part and its surroundings from a tunnel previously formed substantially in parallel with a tunnel to be excavated, and a cross section of the tunnel to be excavated from the tunnel. Of the casing tube to reach a certain depth in the ground around it
By using the process and該削 injection outer tubes Tatekoma in the hole and the outer tube in a with a double packer implanted is inserted tube to form a drilling under the outer peripheral portion of the outer tube Clear the surrounding space
And a step of liquid injection while sealed by the filling of Rugurauto, after reagent injection, the inner tube is built outer tube
Pulled out and collected while remaining in the insertion position and left behind
Of the outer tube, the portion that is inserted and installed in the ground at the periphery beyond the tunnel cross section is made of a high-strength member, and has a fixing portion with an injection hole in a portion near the tip end, The fixing section is provided before or after the injection of the chemical solution.
From the inside of the fixing part through the injection hole
The present invention relates to a soil improvement method for a tunnel excavation part and its peripheral part, which is fixedly fixed at a built-in position by a fixing material injected and filled into a tunnel.
【０００７】[0007]
【実施例】以下に本発明工法の１実施例を添付図面に基
づき説明すると、次の通りである。DESCRIPTION OF THE PREFERRED EMBODIMENTS One embodiment of the method of the present invention will be described below with reference to the accompanying drawings.
【０００８】本発明工法の実施に際しては、図１に示す
ように先ず最初に自立性の低い例えば未固結の軟弱地盤
１内に、構築しようとする仮想トンネル２の下方近傍、
好ましくはその下辺中点の下方に、トンネルと平行に長
さ方向に延出する導坑３が掘削形成される。When the method of the present invention is carried out, first, as shown in FIG. 1, a part near a virtual tunnel 2 to be constructed is first placed in an unconsolidated soft ground 1 having a low independence.
A pit 3 is preferably formed below the lower midpoint, extending in the length direction parallel to the tunnel.
【０００９】導坑３はトンネル掘削部の地盤改良を行う
に際し作業坑として利用され、通常２〜５ｍ程度の口径
を有している。図２に導坑３の掘削形成状況が示され、
例えばシールド式掘削機４の掘進につれセグメント５を
順次継足して行くことにより、立坑６．６間に導坑３を
掘削形成出来る。The shaft 3 is used as a working pit for improving the ground at the tunnel excavation part, and usually has a diameter of about 2 to 5 m. FIG. 2 shows the state of excavation of the shaft 3.
For example, by sequentially adding the segments 5 as the shield type excavator 4 excavates, the shaft 3 can be excavated between the shafts 6.6.
【００１０】図３は導坑３を作業坑として利用し、本発
明工法に従い、地盤改良を行った後の状況を示してい
る。参照符号ａは本発明工法を適用して形成した１つの
地盤改良部を示し、地盤改良部ａはトンネル断面方向と
トンネル長さ方向の全域を地盤改良するために、両方向
に適宜のピッチで繰り返し形成される。FIG. 3 shows the situation after ground improvement has been carried out using the shaft 3 as a working shaft according to the method of the present invention. Reference numeral a denotes one ground improvement part formed by applying the method of the present invention, and the ground improvement part a is repeated at an appropriate pitch in both directions in order to improve the ground in the entire area in the tunnel sectional direction and the tunnel length direction. It is formed.
【００１１】地盤改良部ａの形成状況を、図面４〜９を
参照しつつ工程順に説明すると、次の通りである。The state of formation of the ground improvement part a will be described in the order of steps with reference to FIGS.
【００１２】図４は削孔形成時の状況を示し、削孔形成
はケーシングチューブ７を用いて行われる。ケーシング
チューブ７は、導孔３内から口元止水ボックス８を通
じ、地盤１中に該チューブ７の先端から噴出される削孔
水の削孔案内のもとに挿入され削孔により生ずる泥水は
上記ケーシング７の外側を通り、口元止水ボックス８に
備えた開閉バルブ９を経て導坑３内の適所に排出され
る。削孔形成のためのケーシングチューブ７の挿入は導
坑３内で継続しながら行われ、例えば図３に示すように
仮想トンネル２の断面を超えてその周辺部の地盤１ａ内
の所定深度に達した時点で終了する。FIG. 4 shows a situation at the time of drilling. The drilling is performed using the casing tube 7. The casing tube 7 is inserted from the inside of the guide hole 3 through the water stop box 8 near the mouth under the drilling guide of drilling water jetted from the tip of the tube 7 into the ground 1, and the muddy water generated by the drilling is as described above. After passing through the outside of the casing 7, the water is discharged to an appropriate place in the shaft 3 via an opening / closing valve 9 provided in a water stop box 8 at the mouth. Insertion of the casing tube 7 for forming a hole is performed while continuing in the shaft 3, and, for example, as shown in FIG. 3, exceeds a cross section of the virtual tunnel 2 and reaches a predetermined depth in the ground 1 a around the virtual tunnel 2. It ends when it does.
【００１３】削孔１０の形成を終えた後は図５に示すよ
うに削孔１０内への注入用外管１１の建込みが行われ
る。After the formation of the hole 10 is completed, the outer tube 11 for injection is built into the hole 10 as shown in FIG.
【００１４】注入用外管１１は下記に述べるダブルパッ
カー付注入用内管と協同して薬液注入による地盤改良を
行うためのものであり、管長さの方向に適宜の間隔を存
して多段的に多数の逆止弁環１２付注入口１３（図９参
照）を備えている。本発明工法において用いられる注入
用外管１１は、図９に示すように先端が閉塞されいて、
閉塞部の先端に、復元バネ（図示せず）に抗し拡縮可能
な例えば翼型のアンカー部材１４が備えられている。ま
た上記外管１１のうち、図３において、トンネル断面を
超える周辺部の地盤１ａ内に挿入設置される部分１１Ａ
は、これにロックボルト工法におけるロックボルトと同
じ機能を保持させるために、高強度例えば鋼製又は強化
プラスチック製の管部材の継足しにより構成されてい
る。The outer pipe for injection 11 is for improving the ground by injecting a chemical solution in cooperation with the inner pipe for injection with a double packer described below. Are provided with a number of inlets 13 with check valve rings 12 (see FIG. 9). The outer tube 11 for injection used in the method of the present invention has its tip closed as shown in FIG.
At the tip of the closing portion, for example, a wing-shaped anchor member 14 that can expand and contract against a restoring spring (not shown) is provided. In addition, in FIG. 3, a portion 11A of the outer pipe 11 inserted into the ground 1a at a peripheral portion exceeding the tunnel cross section.
In order to keep the same function as the lock bolt in the lock bolt method, the pipe is formed by adding a pipe member of high strength, for example, steel or reinforced plastic.
【００１５】外管１１の高強度部分１１Ａは図３及び図
９に示すように先端側の定着用部１１ａと、基端側の注
入用として機能する一般部１１ｂとに分けられ、定着用
部１１ａと一般部１１ｂとの境界部の外周面側にセパレ
ートパッカー１５が備えられ、該パッカー１５内に１つ
の逆止弁環１２ａ付注入口１３ａが開口している。As shown in FIGS. 3 and 9, the high-strength portion 11A of the outer tube 11 is divided into a fixing portion 11a on the distal end side and a general portion 11b functioning as a base for injection. A separate packer 15 is provided on the outer peripheral surface side of the boundary between the 11a and the general part 11b, and one inlet 13a with a check valve ring 12a is opened in the packer 15.
【００１６】定着用部１１ａと一般部１１ｂとの間に
は、内空部を隔離するように仕切り１６が設けられ、該
仕切り１６には管軸方向に貫通する注入通路１７が形成
されている。注入通路１７には逆止弁１８を備えること
ができる。A partition 16 is provided between the fixing section 11a and the general section 11b so as to isolate the inner space. The partition 16 has an injection passage 17 penetrating in the pipe axis direction. . The injection passage 17 can be provided with a check valve 18.
【００１７】定着用部１１ａは必ずしも注入用外管１１
の一部分を利用する必要はなく、例えば図１０に示すよ
うに中空で側部に注入口２７を有するロックボルト２８
を用いて構成するようにしてもよい。The fixing portion 11a is not necessarily the outer tube 11 for injection.
It is not necessary to use a part of the lock bolt 28, for example, as shown in FIG.
May be used.
【００１８】上記構成の外管１１は、導坑３（図３参
照）内で先端側のものから順に継ぎ足されながらケーシ
ングチューブ７内に基端側から先端に向け挿入されて行
き、ケーシング内の通過中は、アンカー部材１４はチュ
ーブ内壁に拘束されて復元バネに抗し縮少状態を保持
し、図５に示すようにケーシングチューブ７の先端を通
過すると、チューブ内壁の拘束から開放されて復元バネ
の働きで拡張状態に自動復元し、削孔１０の孔壁１０ａ
に保止し、外管１１を建込み位置に拘束する。尚、外管
１１の建込み操作中は、セパレート用パッカー１５は縮
小状態を保持している。外管１１の建込みを終えた後
は、図６に示すように、ケーシングチューブ７が削孔１
０の口元部近くまで抜き出され、次いでダブルパッカー
１９、１９を備えた注入用内管２０が注入用外管１１内
に導坑３内で継ぎ足されながら挿入される。ダブルパッ
カー１９、１９は最初に、セパレート用パッカー１５の
位置に置かれ、該パッカー１９、１９間に開口する射出
口（図示せず）より逆止弁環１２ａ付注入口１３ａを通
じ液剤がパッカー１５内に注入充填される。よってパッ
カー１５は図６に示すように膨脹し、外管１１の外側で
削孔１０を、パッカー１５より先端側の第１充填部１０
Ａと、同基端側の第２充填部１０Ｂとに区別する。The outer tube 11 having the above-described configuration is inserted from the base end toward the front end into the casing tube 7 while being added sequentially from the tip end side in the shaft 3 (see FIG. 3), and is inserted into the casing tube. During the passage, the anchor member 14 is restrained by the inner wall of the tube and holds the contracted state against the restoring spring. When the anchor member 14 passes through the distal end of the casing tube 7 as shown in FIG. It is automatically restored to the expanded state by the action of the spring, and the hole wall 10a of the drill hole 10 is formed.
And the outer tube 11 is restrained at the erected position. During the operation of setting the outer tube 11, the separate packer 15 is kept in a reduced state. After the outer tube 11 has been installed, as shown in FIG.
The inner tube 20 for injection with the double packers 19, 19 is inserted into the outer tube 11 for injection while being added to the inside of the shaft 3 in the shaft 3. The double packers 19, 19 are first placed at the position of the separate packer 15, and a liquid agent is supplied from an injection port (not shown) opened between the packers 19, 19 through an inlet 13 a with a check valve ring 12 a. It is injected and filled in. Accordingly, the packer 15 expands as shown in FIG.
A and the second filling portion 10B on the base end side.
【００１９】パッカー部１５膨脹による削孔１０の区画
を終えた後は、ケーシングチューブ７と外管１１との間
の間隔をプラグ２１により閉じた状態で、開閉バルブ９
を通じ第２充填部１０Ｂ内に矢符２２で示すようにシー
ルグラウトが注入充填される。このシールグラウトの注
入充填は注入用内管２０を用いて行っても良い。After the division of the drilling hole 10 due to the expansion of the packer portion 15 is completed, the opening and closing valve 9 is closed while the space between the casing tube 7 and the outer tube 11 is closed by the plug 21.
As shown by an arrow 22, the seal grout is injected and filled into the second filling portion 10B. The injection filling of the seal grout may be performed using the inner tube 20 for injection.
【００２０】図７に示すように、第２充填部１０Ｂに注
入充填されたシールグラウト２３が固化した後は、注入
用内管２０を図７に示す挿入位置から導坑３に向けステ
ップダウンしダブルパッカー１９、１９と注入用外管１
１の各段の逆止弁環１２付注入口１３とを位置合わせし
つつ常法に従い薬液注入が行われ、これによりその周囲
の地盤が固結される。As shown in FIG. 7, after the seal grout 23 injected and filled in the second filling portion 10B is solidified, the inner pipe 20 for injection is stepped down from the insertion position shown in FIG. Double packers 19, 19 and outer tube for injection 1
The chemical solution is injected according to a conventional method while aligning the injection port 13 with the check valve ring 12 of each stage 1 to thereby solidify the surrounding ground.
【００２１】薬液注入を終えた後は、図８、９に示すよ
うに注入用内管２０に代え注入管２４が外管１１内に挿
入され、その先端は図９に示すように仕切り１６の注入
通路１７に接続される。この状態で注入管２４から注入
通路１７、定着用部１１ａの内部及びその周辺部の逆止
弁環１２ｂ付注入口１３ｂを順次経て第１充填部１０Ａ
内にセメントミルクなどのような高強度定着材２５が注
入充填される。After the injection of the chemical solution, an injection tube 24 is inserted into the outer tube 11 instead of the inner tube 20 for injection as shown in FIGS. It is connected to the injection passage 17. In this state, the first filling unit 10A is sequentially passed from the injection pipe 24 through the injection passage 17, the injection port 13b with the check valve ring 12b inside and around the fixing unit 11a.
A high-strength fixing material 25 such as cement milk is injected and filled therein.
【００２２】第１充填部Ａ内への高強度定着材２５の注
入充填を終えた後は、注入管２４が導孔３内に引き抜き
回収され、又は回収することなしに、注入管２４がその
周辺の間隔２６（図９参照）内に注入充填される定着材
（図示せず）を介し、外管１１内に定着固定される。後
者の場合、注入管２４としては図９に示すように中空の
ロックボルトを用いることが、外管１１の強度の強化を
計る上で有利である。この場合、将来の掘削工事を考慮
し、注入管２４及び外管１１はプラスチック（強化プラ
スチックを含む）製であることが好ましい。After the filling and filling of the high-strength fixing material 25 into the first filling portion A, the filling tube 24 is pulled out into the conducting hole 3 and collected, or the filling tube 24 is removed without being collected. It is fixed and fixed in the outer tube 11 via a fixing material (not shown) which is injected and filled into a peripheral space 26 (see FIG. 9). In the latter case, it is advantageous to use a hollow lock bolt as the injection tube 24 as shown in FIG. 9 in order to increase the strength of the outer tube 11. In this case, the injection pipe 24 and the outer pipe 11 are preferably made of plastic (including reinforced plastic) in consideration of future excavation work.
【００２３】図４〜８の工程を順次経ることにより、地
盤改良工程の１サイクルが終了し、図３に示すように１
つの地盤改良部ａが得られる。By going through the steps of FIGS. 4 to 8 sequentially, one cycle of the ground improvement step is completed, and as shown in FIG.
One ground improvement part a is obtained.
【００２４】而して、このような地盤改良工程の１サイ
クルをトンネル断面方向とトンネル長さ方向とに適宜の
ピッチで繰り返し行い両方向に連続させることにより、
トンネル断面方向とトンネル長さ方向の全域を地盤改良
することが出来る。Thus, one cycle of the ground improvement process is repeated at an appropriate pitch in the tunnel cross-sectional direction and the tunnel length direction, and is continued in both directions.
The ground can be improved in the whole area in the tunnel section direction and the tunnel length direction.
【００２５】本発明工法において得られた地盤改良部ａ
は、図３に示すように薬液注入により補強された固結地
盤部ａ1 と、該固結地盤部ａ1 の中心に貫入する外管１
１とを含んでいる。The ground improvement part a obtained by the method of the present invention a
It includes a consolidated ground portion a 1 reinforced with liquid injector shown in FIG. 3, the outer tube 1 to penetrate the center of the solid forming the ground part a 1
1 is included.
【００２６】外管１１のうち、高強度部分１１Ａ（図３
参照）は、トンネル掘削後においてその周辺部の地盤１
ａ内に残る部分である。The high-strength portion 11A of the outer tube 11 (FIG. 3)
Is the ground 1 around the tunnel after excavation.
This is the part remaining in a.
【００２７】外管１１の高強度部分１１Ａは、周辺部の
地盤１ａへの薬液注入に必要な一般部１１ｂと定着用部
１１ａとに分かれ、定着用部１１ａはその周囲に充填さ
れた高強度定着材２５により、建込み位置にしっかりと
定着固定されている。The high-strength portion 11A of the outer tube 11 is divided into a general portion 11b and a fixing portion 11a required for injecting a chemical solution into the surrounding ground 1a. The fixing material 25 firmly fixes and fixes the building position.
【００２８】トンネル掘削後、その周辺部の地盤１ａ内
に残る外管１１の高強度部分１１Ａは、その高強度と、
定着用部１１ａにおける堅固な定着固定とにより支保工
の一つとしてよく知られているロックボルト工法におけ
るロックボルトと同じ働きをすることが可能になる。After the tunnel excavation, the high-strength portion 11A of the outer pipe 11 remaining in the ground 1a around the tunnel has its high strength,
The firm fixing of the fixing portion 11a enables the same function as the lock bolt in the lock bolt method, which is well known as one of the supports.
【００２９】よって本発明工法においては、薬液注入工
とロックボルト工法における支保工とを同時に施工する
ことができる。Therefore, in the method of the present invention, the chemical injection and the support in the rock bolt method can be performed simultaneously.
【００３０】本発明工法に従いトンネル掘削部の地盤改
良を終えた後は、図３に示す仮想トンネル２の部分が常
法に従い掘削される。After the ground improvement of the tunnel excavation section is completed according to the method of the present invention, the portion of the virtual tunnel 2 shown in FIG. 3 is excavated according to a conventional method.
【００３１】トンネル掘削時の掘削性を考慮し、外管１
１のうち（注入管２４を残置せしめる場合は注入管２４
を含めて）仮想トンネル２の領域を貫通する部分は、プ
ラスチックなどの掘削し易い材質のものを用いることが
好ましい。In consideration of the excavation property during tunnel excavation, the outer pipe 1
1 (If the injection tube 24 is left, the injection tube 24
It is preferable that a portion penetrating through the area of the virtual tunnel 2 be made of a material such as plastic that is easily excavated.
【００３２】従来一般にトンネルの掘進中は、トンネル
の掘進と同時並行して、掘削により新に生じた坑壁の崩
壊を防止するために支保工が実施されるが、本発明工法
では、ロックボルト工による支保工を既に終えているの
で、新たな支保工は省略できるか又は少なくとも簡略化
することが可能になる。また、支保工がトンネル掘進よ
りも先行しているので、トンネル掘削後に初めて支保工
を実施する場合に比べ、作業の安全性を向上し得る。Conventionally, while a tunnel is being excavated, a shoring is generally performed in parallel with the excavation of the tunnel in order to prevent collapse of a newly formed pit wall. Since the shoring has already been completed, a new shoring can be omitted or at least simplified. Moreover, since the shoring works ahead of the tunnel digging, the work safety can be improved as compared with the case where the shoring is performed for the first time after the tunnel digging.
【００３３】図１１に本発明工法の他の実施例が示され
ている。本実施例に於ては、注入用内管２９に備えられ
るダブルパッカー３０、３０は第１及び第２ライン３
１、３２から個別に給、排される加圧流体により膨脹、
収縮自在であり、また上段側のパッカー３０の上端に高
強度定着材の供給ライン３３の上端が注入口として開口
している。FIG. 11 shows another embodiment of the method of the present invention. In this embodiment, the double packers 30, 30 provided in the inner tube 29 for injection are the first and second lines 3 and 3.
Inflated by pressurized fluid supplied and discharged individually from 1, 32,
It is contractible, and the upper end of the high-strength fixing material supply line 33 is opened at the upper end of the upper packer 30 as an inlet.
【００３４】上端側パッカー３０は図９に示す実施例に
おける仕切り１６を兼用することができ、従って本実施
例では仕切り１６は設けられていない。The upper end side packer 30 can also serve as the partition 16 in the embodiment shown in FIG. 9, and therefore, in this embodiment, the partition 16 is not provided.
【００３５】図１１は先の実施例における図９に対応
し、外管１１を建込むまでの工程は、先の実施例と実質
的に異なる所がない。FIG. 11 corresponds to FIG. 9 in the previous embodiment, and there is no substantial difference between the steps up to the installation of the outer tube 11 and the previous embodiment.
【００３６】本実施例において、外管１１の建込みを終
えた後は、該外管１１内に内管２９がダブルパッカー３
０、３０を収縮させた状態で挿入され、セパレートパッ
カー１５との位置合わせ後、ダブルパッカー３０、３０
が膨脹されシールが形成される。次いで内管２９を通じ
セパレートパッカー１５内に流体が加圧充填され、その
結果該パッカー１５は膨脹して、第１充填部１０Ａと第
２充填部１０Ｂとを隔離する。In this embodiment, after the outer tube 11 has been set up, the inner tube 29 is placed in the outer tube 11 by the double packer 3.
0, 30 are inserted in a contracted state, and after alignment with the separate packer 15, the double packers 30, 30 are inserted.
Expand to form a seal. Then, the fluid is pressurized and filled into the separate packer 15 through the inner pipe 29, and as a result, the packer 15 expands and separates the first filling portion 10A from the second filling portion 10B.
【００３７】次いで高強度定着材３４が供給ライン３３
を通じ定着用部１１ａ内から逆止弁環１２Ｂ付注入口１
３ｂを経て第１充填部１０Ａ内に注入充填される。この
場合、定着材３４としては、反応硬化タイプの比較的ゲ
ルタイムの短い急硬セメント系のものを用いることがで
きる。この第１充填部１０Ａへの定着材３４の注入充填
操作の前に第２充填部１０Ｂへのシールグラウト２３の
注入充填及び養生固化を終えておくことができる。Next, the high-strength fixing material 34 is supplied to the supply line 33.
Through the fixing part 11a and through the inlet 1 with the check valve ring 12B
Through 3b, the first filling portion 10A is injected and filled. In this case, as the fixing material 34, a reaction hardening type hardened cement type material having a relatively short gel time can be used. Before the operation of injecting and filling the fixing material 34 into the first filling part 10A, the filling and curing and curing of the seal grout 23 into the second filling part 10B can be completed.
【００３８】第１充填部１０Ａへの定着材３４の注入充
填及び養生固化を終えた後は、ダブルパッカー３０、３
０を収縮し、ワンステップダウンした位置で再び膨脹さ
せ、常法通り薬液注入を行う。以下、ダブルパッカー３
０、３０の収縮、膨脹とステップダウンを繰り返しなが
ら薬液注入を行うことにより、先の実施例と同様に外管
１１を核として含む地盤改良部ａを得ることができる。After the filling and curing and curing of the fixing material 34 into the first filling section 10A are completed, the double packers 30, 3
0 is contracted and expanded again at the position one step down, and a chemical solution is injected as usual. Below, Double Packer 3
By injecting the chemical solution while repeating the contraction, expansion and step-down of 0 and 30, the ground improvement part a including the outer tube 11 as a core can be obtained as in the previous embodiment.
【００３９】本実施例では第１充填部１０Ａへの高強度
定着材３４を注入充填した後に薬液注入が行われる以外
は、先の実施例と実質的に異なる所がない。In this embodiment, there is substantially no difference from the previous embodiment except that a chemical solution is injected after the high-strength fixing material 34 is injected and filled into the first filling section 10A.
【００４０】本発明工法に於て、導坑３の形成位置は、
図３に示す仮想トンネル２の下方近傍に加え、図１２〜
１４に示すように、仮想トンネル２内であってもよい。In the method of the present invention, the formation position of the shaft 3 is
In addition to the vicinity below the virtual tunnel 2 shown in FIG.
As shown in FIG. 14, it may be inside the virtual tunnel 2.
【００４１】[0041]
【発明の効果】本発明工法によれば、トンネルの掘削に
先行して、薬液注入工とロックボルト工法に基づく支保
工とを同時に施工できるので、之等を個別に行う場合に
比べ、人手と時間を削減することができ、工期の短縮と
工費の節減を同時に計ることができる。According to the method of the present invention, the chemical injection and the support based on the rock bolt method can be simultaneously performed prior to the tunnel excavation. The time can be reduced, and the construction period can be shortened and the construction cost can be reduced at the same time.
【００４２】さらにトンネルの掘削に先行して、支保工
が施工されるので、トンネル掘削後に初めて支保工を実
施する場合に比べ作業の安定性を向上できる。Further, since the shoring is performed prior to the excavation of the tunnel, the work stability can be improved as compared with the case where the shoring is performed for the first time after the excavation of the tunnel.
【図１】本発明工法における導坑の形成位置を概略的に
示す説明図である。FIG. 1 is an explanatory view schematically showing a formation position of a shaft in the method of the present invention.
【図２】同導坑の形成状況を概略的に示す説明図であ
る。FIG. 2 is an explanatory view schematically showing a formation state of the shaft.
【図３】本発明工法における地盤改良状況を概略的に示
す全体図である。FIG. 3 is an overall view schematically showing a state of ground improvement in the method of the present invention.
【図４】本発明工法における削孔状況を概略的に示す説
明図である。FIG. 4 is an explanatory view schematically showing a drilling state in the method of the present invention.
【図５】同外管の建込み途中の状況を概略的に示す説明
図である。FIG. 5 is an explanatory view schematically showing a state in which the outer tube is being built.
【図６】同外管建込み後、セパレートパッカーを膨脹し
た状況を概略的に示す説明図である。FIG. 6 is an explanatory view schematically showing a state where the separate packer is expanded after the outer tube is built.
【図７】同シールグラウト充填後、薬液注入を行ってい
る状況を概略的に示す説明図である。FIG. 7 is an explanatory view schematically showing a state in which a chemical solution is being injected after filling the seal grout.
【図８】同高強度定着材の充填時の状況を概略的に示す
説明図である。FIG. 8 is an explanatory view schematically showing a state when the high-strength fixing material is filled.
【図９】同拡大詳細図である。FIG. 9 is an enlarged detail view of the same.
【図１０】定着用部の変形例を示す図９に対応する図で
ある。FIG. 10 is a view corresponding to FIG. 9 and showing a modification of the fixing unit.
【図１１】本発明工法の他の実施の１例を示す図９に対
応する図である。FIG. 11 is a view corresponding to FIG. 9 showing another example of the working method of the present invention.
【図１２】本発明工法における導坑形成位置の変更例を
示す。FIG. 12 shows an example of changing the shaft formation position in the method of the present invention.
【図１３】更に他の変更例を示す図である。FIG. 13 is a diagram showing still another modification.
【図１４】更に他の変更例を示す図である。FIG. 14 is a diagram showing still another modification.
１ 軟弱地盤 ２ 仮想トンネル ３ 導坑 ４ シールド式掘削機 ５ セグメント ６ 立坑 ７ ケーシングチューブ ８ 口元止水ボックス ９ 開閉バルブ １０ 削孔 １１ 注入用外管 １２ 逆止弁環 １３ 注入口 １４ アンカー部 １５ セパレートパッカー １６ 仕切り １７ 注入通路 １８ 逆止弁 １９ ダブルパッカー ２０ 注入用内管 ２１ プラグ ２２ 矢符 ２３ シールグラウト ２４ 注入管 ２５ 高強度定着材 DESCRIPTION OF SYMBOLS 1 Soft ground 2 Virtual tunnel 3 Shaft 4 Shield type excavator 5 Segment 6 Vertical shaft 7 Casing tube 8 Water stop box at mouth 9 Opening-and-closing valve 10 Drilling 11 Outer pipe for injection 12 Check valve ring 13 Injection 14 Anchor 15 Separate Packer 16 Partition 17 Injection passage 18 Check valve 19 Double packer 20 Inner tube for injection 21 Plug 22 Arrow 23 Seal grout 24 Injection tube 25 High strength fixing material
───────────────────────────────────────────────────── フロントページの続き (51)Int.Cl.6 識別記号 庁内整理番号 ＦＩ 技術表示箇所 Ｅ２１Ｄ 20/00 Ｅ２１Ｄ 20/00 Ｍ Ｎ ──────────────────────────────────────────────────続 き Continued on the front page (51) Int.Cl. 6 Identification number Agency reference number FI Technical display location E21D 20/00 E21D 20/00 M N
Claims (4)
削形成した導坑内よりトンネル掘削部及びその周辺部の
地盤改良を行う工法であって、上記導坑内から掘削すべ
きトンネルの断面を超えてその周辺部の地盤内の所定深
度に到達するようにケーシングチューブの適用のもとに
削孔を形成する工程及び該削孔内に建て込まれた注入用
外管と該外管内に挿入されたダブルパッカー付き注入用
内管とを用いて外管の外周部の周りの周隙をシールグラ
ウトの充填によりによりシールした状態で薬液注入する
工程とを含み、薬液注入後、内管は外管を建て込み位置
に残したままで引き抜き回収され、残置された外管のう
ち、トンネル断面を超えてその周辺部の地盤内に挿入設
置される部分は、高強度部材から構成されていると共
に、先端側寄りの部分に注入孔付き定着用部を具備し、
該定着用部は、薬液注入の前又は後に、当該定着用部内
からその注入孔を通じ定着部外周部周りの周隙内に注入
充填される定着材により建て込み位置に定着固定される
ことを特徴とするトンネル掘削部及びその周辺部の地盤
改良工法。1. A method for improving the ground of a tunnel excavation part and its surrounding part from inside a tunnel previously excavated substantially in parallel with a tunnel to be excavated, wherein the tunnel excavation is performed over a cross section of the tunnel to be excavated from inside the tunnel. The casing tube so that it reaches a certain depth in the ground around the
Circumferential gap around the outer periphery of the outer tube using a step and該削 injection outer tubes Tatekoma in the hole and the outer tube in a with a double packer implanted is inserted tube to form a drilling The seal gras
The step of injecting a chemical solution in a state of being sealed by filling with an out , and after injecting the chemical solution, the inner pipe is installed at the outer pipe
Drawn out and collected, leaving the outer tube
That is, the portion that is inserted and installed in the ground around the tunnel cross section is made of a high-strength member, and includes a fixing portion with an injection hole in a portion near the tip end,
Before or after the injection of the chemical solution, the fixing section is provided inside the fixing section.
And a ground improvement method for a tunnel excavation part and its peripheral part, which is fixedly fixed at a built-in position by a fixing material injected and filled in a gap around an outer peripheral part of the fixing part through the injection hole .
の注入充填と外管外周部周りの周隙内へのシールグラウ
トの注入充填を、定着用部と外管との境界部の外周面側
に備えたセパレートパッカーの拡張により、定着部側と
外管側とに隔離した状態で行うことを特徴とする請求項
１記載の地盤改良工法。 2. A fixing material in a gap around an outer peripheral portion of a fixing portion.
Filling and sealing grout into the space around the outer circumference of the outer tube
Inject and fill the outer peripheral surface at the boundary between the fixing section and the outer tube.
By expanding the separate packer in preparation for
The method is performed in a state of being isolated from the outer tube side.
The ground improvement method according to 1.
ウトの注入充填後薬液注入を行った後に、定着部の外周
部周りの周隙内に定着材を注入充填することを特徴とす
る請求項２記載の地盤改良工法。After 3. A was injected after filling the liquid injector of the seal Gras <br/> out into the inner periphery of the gap around the outer periphery of the outer tube, a fixing member to the inner periphery of the gap around the outer periphery of the fixing portion 3. The method for improving the ground according to claim 2, wherein the material is injected and filled.
注入充填した後に、外管の外周部内へのシールグラウト
の注入充填を行い、その後に薬液注入が行われることを
特徴とする請求項２記載の地盤改良工法。 4. A fixing material is provided in a gap around an outer peripheral portion of the fixing section.
After filling, seal grout into the outer circumference of the outer tube
Injection and filling, and then
The ground improvement method according to claim 2, characterized in that:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5221820A JP2721950B2 (en) | 1993-09-07 | 1993-09-07 | Ground improvement method for tunnel excavation and surrounding area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5221820A JP2721950B2 (en) | 1993-09-07 | 1993-09-07 | Ground improvement method for tunnel excavation and surrounding area |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0776819A JPH0776819A (en) | 1995-03-20 |
| JP2721950B2 true JP2721950B2 (en) | 1998-03-04 |
Family
ID=16772704
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP5221820A Expired - Fee Related JP2721950B2 (en) | 1993-09-07 | 1993-09-07 | Ground improvement method for tunnel excavation and surrounding area |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2721950B2 (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4794041B2 (en) * | 2000-12-28 | 2011-10-12 | 清水建設株式会社 | How to build a tunnel |
| WO2006057545A1 (en) * | 2004-11-29 | 2006-06-01 | Dong-Hyun Seo | Tunnelling method using pre-support concept and an adjustable apparatus thereof |
| JP6742755B2 (en) * | 2016-02-26 | 2020-08-19 | 公益財団法人鉄道総合技術研究所 | Rock improvement rock bolt reinforcement method |
| JP6549501B2 (en) * | 2016-02-26 | 2019-07-24 | 公益財団法人鉄道総合技術研究所 | Hollow self-piercing lock bolt reinforcement method using steel inflatable packer |
Family Cites Families (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS4825316A (en) * | 1971-08-10 | 1973-04-02 | ||
| JPH0246373Y2 (en) * | 1985-07-12 | 1990-12-06 | ||
| JPS6241899A (en) * | 1986-08-20 | 1987-02-23 | 鉄建建設株式会社 | Method of fixing construction of tubular lock bolt |
| JPH01131715A (en) * | 1987-11-16 | 1989-05-24 | Osaka Bosui Constr Co Ltd | Ground improving work by horizontal injection of chemical grout |
| JP2593356B2 (en) * | 1990-03-16 | 1997-03-26 | 清水建設株式会社 | Tunnel construction method |
| JP3011900U (en) * | 1994-11-09 | 1995-06-06 | 好三 山野辺 | Skipping rope |
| JP3021500U (en) * | 1995-08-09 | 1996-02-20 | 株式会社桂 | Door lock forget prevention device |
| JP3036024U (en) * | 1995-09-12 | 1997-04-08 | セキコン カング | Shaft cell for golf bag |
-
1993
- 1993-09-07 JP JP5221820A patent/JP2721950B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0776819A (en) | 1995-03-20 |
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