JP2520036B2 - Construction method of large section underground cavity and large section tunnel - Google Patents
Construction method of large section underground cavity and large section tunnelInfo
- Publication number
- JP2520036B2 JP2520036B2 JP2019486A JP1948690A JP2520036B2 JP 2520036 B2 JP2520036 B2 JP 2520036B2 JP 2019486 A JP2019486 A JP 2019486A JP 1948690 A JP1948690 A JP 1948690A JP 2520036 B2 JP2520036 B2 JP 2520036B2
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- wall
- ceiling
- large section
- constructed
- 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
Landscapes
- Lining And Supports For Tunnels (AREA)
Description
【発明の詳細な説明】 ［産業上の利用分野］ 本発明は、軟岩、土砂地山等の地山強度の弱い都市部
で計画されている、地下高速道路の分岐部の施工や地下
変電所の施工に利用できる大断面地下空洞および大断面
トンネルの構築方法に関する。DETAILED DESCRIPTION OF THE INVENTION [Industrial field of application] The present invention is intended for construction of branch points of underground expressways and underground substations, which are planned in urban areas where the ground strength is weak, such as soft rock and earth and sand. Construction method of large section underground cavity and large section tunnel that can be used for construction of concrete.
［従来の技術］ 近年、地下掘削工法の１つとしてNATM（New Austrian
Tunneling Method）が注目されている。在来のトンネ
ル工法が、掘削後の地山緩み荷重を鋼製支保工と矢板の
支持力で支持するという考え方に対して、NATMは、掘削
にともなう土圧を、吹付けコンクリート等のトンネル支
保と地山リングで分担し、地山の持つ強度を有効に利用
してトンネルの安定を保つという考え方のもとに、地山
と一体化したトンネル構造物を構築する。[Conventional technology] In recent years, NATM (New Austrian
Tunneling Method) is attracting attention. In contrast to the idea that the conventional tunnel method supports the loosening load after excavation with steel support and the supporting force of sheet pile, NATM supports earth pressure associated with excavation with tunnel support such as shotcrete. We will construct a tunnel structure that is integrated with the ground, based on the idea that the strength of the ground will be effectively utilized to maintain the stability of the tunnel.
［発明が解決しようとする課題］ しかしながら、従来のNATMによる工法では、掘削にと
もなう土圧を、吹付けコンクリート等のトンネル支保と
地山リングで分担するので、軟岩、土砂地山等の地山強
度が弱い場合には、地中の変位が大きくなったり、切羽
が崩落したりして施工ができなくなるという問題を有し
ている。例えば一般のトンネルでは、一軸圧縮強度が0.
5kgf/cm2、変形係数が50kgf/cm2がNATMの限界であると
言われている。これがさらに大きな断面のトンネルであ
る場合には、さらに大きな地山強度が必要となり、都市
部での施工はほとんど難しくなる。[Problems to be solved by the invention] However, in the conventional construction method using NATM, the soil pressure associated with excavation is shared by the tunnel support such as shotcrete and the ground ring, so that the ground such as soft rock and earth and sand is grounded. If the strength is low, there is a problem that the displacement in the ground becomes large and the face collapses, making the construction impossible. For example, in a general tunnel, the uniaxial compressive strength is 0.
It is said that the limit of NATM is 5 kgf / cm 2 and a deformation coefficient of 50 kgf / cm 2 . If this is a tunnel with a larger cross section, greater ground strength will be required and construction in urban areas will be difficult.
本発明は、上記問題を解決するものであって、地山強
度の弱い地域に大断面のトンネルを施工することができ
る大断面地下空洞および大断面トンネルの構築方法を提
供することを目的とする。An object of the present invention is to solve the above problems, and to provide a large-section underground cavity and a method for constructing a large-section tunnel that can construct a large-section tunnel in an area where the ground strength is weak. .
［課題を解決するための手段］ そのために本発明の大断面地下空洞および大断面トン
ネルの構築方法は、山岳トンネル工法で先行施工した並
行した先行トンネル12間に天井トンネル13を施工すると
ともに、前記先行トンネルからこれに沿って下方に向け
て壁面トンネル14を施工して、天井および壁面を構築し
た後に天井および壁面で囲まれた内部を掘削することを
特徴とするものである。[Means for Solving the Problem] For that purpose, the method for constructing a large-section underground cavity and a large-section tunnel of the present invention is to construct a ceiling tunnel 13 between parallel preceding tunnels 12 previously constructed by the mountain tunnel method, and A wall tunnel 14 is constructed from the preceding tunnel downwardly along the tunnel to construct a ceiling and wall surfaces, and then excavate the inside surrounded by the ceiling and wall surfaces.
なお、天井トンネル13、壁面トンネル14は連続して
（側壁と側壁が接して並べる）施工する必要があるが、
これは、先行した天井トンネル13等の構築の後にすぐと
なりの天井トンネル13の施工を実施することで並設す
る。また、壁面トンネル14の施工は、地下連続壁11を使
用したり深礎工を使用したりしてもよい。The ceiling tunnel 13 and the wall tunnel 14 need to be constructed continuously (sidewalls are in contact with each other),
This is installed side by side by constructing the ceiling tunnel 13 immediately after the construction of the preceding ceiling tunnel 13 and the like. Further, the wall tunnel 14 may be constructed by using the underground continuous wall 11 or using deep foundation work.
なお、上記構成に付加した番号は、理解を容易にする
ために図面と対比させるためのもので、これにより本発
明の構成が限定されるものではない。It should be noted that the numbers added to the above configurations are for comparison with the drawings for easy understanding, and the configurations of the present invention are not limited thereby.
［作用］ 本発明においては、トンネルの外壁（天井、壁面）を
先施工してから内部掘削を実施すると、掘削にともなう
解放地中応力が主にトンネル外壁に導入されるので、地
山強度の弱い地域に大断面のトンネルを施工することが
できる。[Operation] In the present invention, when the outer wall (ceiling, wall surface) of the tunnel is first constructed and then the inner excavation is performed, the released underground stress associated with the excavation is mainly introduced to the outer wall of the tunnel. Large section tunnels can be constructed in weak areas.
以下、本発明の実施例を図面を参照しつつ説明する。 Embodiments of the present invention will be described below with reference to the drawings.
第１図は本発明の地下空洞および大断面トンネルの構
築方法の１実施例を示す断面図、第２図は第１図におけ
るII−II線に沿う断面図、第３図は第１図におけるIII
−III線に沿う断面図、第４図は先行トンネル内から地
下連続壁を使用して壁面トンネルを施工する例を示す断
面図である。FIG. 1 is a sectional view showing an embodiment of a method for constructing an underground cavity and a large-section tunnel of the present invention, FIG. 2 is a sectional view taken along line II-II in FIG. 1, and FIG. 3 is shown in FIG. III
FIG. 4 is a cross-sectional view taken along the line III, and FIG. 4 is a cross-sectional view showing an example of constructing a wall tunnel using an underground continuous wall from inside the preceding tunnel.
図において、11は地下連続壁、12は先行トンネル、13
は天井トンネル、14は壁面トンネル、15は隔壁、16は補
強壁面を示す。In the figure, 11 is the continuous underground wall, 12 is the preceding tunnel, and 13
Is a ceiling tunnel, 14 is a wall tunnel, 15 is a partition wall, and 16 is a reinforced wall surface.
先ず、先行トンネル12をNATM等の山岳トンネル工法で
施工する。NATMを使用する場合は、地山の強度と先行ト
ンネルの大きさに応じて、薬液注入やRodinjet等の特殊
工法を採用することもできる。First, the preceding tunnel 12 is constructed by a mountain tunnel construction method such as NATM. When using NATM, it is also possible to adopt a special method such as chemical injection or Rodinjet, depending on the strength of the ground and the size of the preceding tunnel.
次に、先行トンネル12から、天井トンネル13および壁
面トンネル14をトンネル横断方向に施工し、この内部に
第２図、第３図に示すようにRC又はPCの壁体13aを施工
する。これらトンネルの施工は、壁体13a構築後にその
側部のトンネルを施工するという方法をとる。なお、天
井トンネル13の掘削は、NATMの山岳トンネル工法または
シールド等の推進による。また、天井トンネル13断面形
状をアーチ形状とせず水平または下に凸形状に施工して
もよい。Next, the ceiling tunnel 13 and the wall tunnel 14 are constructed from the preceding tunnel 12 in the transverse direction of the tunnel, and the RC or PC wall 13a is constructed therein as shown in FIGS. 2 and 3. The construction of these tunnels is performed by constructing the tunnel on the side of the wall 13a after the construction. The excavation of the ceiling tunnel 13 is performed by the NATM mountain tunnel construction method or the promotion of a shield or the like. Further, the cross-sectional shape of the ceiling tunnel 13 may be constructed horizontally or convex downward instead of being arched.
また、壁面トンネル14の掘削には、立抗NATMを応用す
る方法や深礎や、第４図に示すように、先行トンネル12
内から地下連続壁11を使用して掘削機17により掘削する
方法等が考えられる。For excavation of the wall tunnel 14, the method of applying the anti- NATM and the deep foundation, and as shown in FIG.
A method of excavating from the inside by the excavator 17 using the underground continuous wall 11 and the like can be considered.
天井トンネル13、壁面トンネル14構築後に、内部掘削
を実施する。内部掘削はベンチ方式による方法が一般的
であるが、壁面11、14を補強する必要がある場合には、
CD工法を実施して逆巻工法等で強度壁面16を施工する。After constructing the ceiling tunnel 13 and the wall tunnel 14, internal excavation is carried out. Bench method is generally used for internal excavation, but when it is necessary to reinforce the wall surfaces 11 and 14,
Carry out the CD method and construct the strong wall surface 16 by the reverse winding method or the like.
トンネル外壁内部の掘削は、第１図左側の断面に示し
たように、逆巻工法等で壁面を補強する必要がある場合
は、隔壁15を設けながら壁面付近を先行掘削（，，
）し逆巻工法等で補強しながら掘り下り、その後、内
部掘削（，，）を行う。なお、，，部分の
掘削は、CD工法やCRD工法をを応用して施工することも
できる。In the excavation inside the outer wall of the tunnel, as shown in the cross section on the left side of FIG.
) Then, digging while reinforcing by the reverse winding method, etc., and then perform internal excavation (,,). In addition, the excavation of the part can be performed by applying the CD method or the CRD method.
以上のように本発明によれば、山岳トンネル工法で先
行施工した並行した先行トンネル間に天井トンネルを施
工するとともに、前記先行トンネルからこれに沿って下
方に向けて壁面トンネルを施工して、天井および壁面を
構築した後に天井および壁面で囲まれた内部を掘削する
ため、トンネルの外壁を先施工してから内部掘削を実施
すると、掘削にともなう解放地中応力が主にトンネル外
壁に導入されるので、地山強度の弱い地域に大断面のト
ンネルを施工することができる。As described above, according to the present invention, the ceiling tunnel is constructed between the parallel preceding tunnels which are constructed in advance by the mountain tunnel construction method, and the wall tunnel is constructed from the preceding tunnel downwardly along the ceiling tunnel. Since the inner wall surrounded by the ceiling and the wall is excavated after the construction of the wall and the wall surface, if the inner wall of the tunnel is first constructed before the inner wall is excavated, the released underground stress due to the excavation is mainly introduced to the outer wall of the tunnel. Therefore, it is possible to construct a tunnel with a large cross section in an area where the ground strength is weak.
第１図は本発明の地下空洞および大断面トンネルの構築
方法の１実施例を示す断面図、第２図は第１図における
II−II線に沿う断面図、第３図は第１図におけるIII−I
II線に沿う断面図、第４図は先行トンネル内から地下連
続壁を使用して壁面トンネルを施工する例を示す断面図
である。 11……地下連続壁、12……先行トンネル、13……天井ト
ンネル、14……壁面トンネル、15……隔壁、16……は補
強壁面。FIG. 1 is a sectional view showing an embodiment of a method for constructing an underground cavity and a large-section tunnel of the present invention, and FIG. 2 is a view in FIG.
A sectional view taken along line II-II, and FIG. 3 is III-I in FIG.
FIG. 4 is a cross-sectional view taken along line II, and FIG. 4 is a cross-sectional view showing an example of constructing a wall tunnel using a continuous underground wall from inside the preceding tunnel. 11 …… Underground continuous wall, 12 …… leading tunnel, 13 …… ceiling tunnel, 14 …… wall tunnel, 15 …… bulk, 16 …… is a reinforced wall.
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平３−84200（ＪＰ，Ａ) 特開 平３−122400（ＪＰ，Ａ) 特開 平３−103600（ＪＰ，Ａ) ─────────────────────────────────────────────────── ─── Continuation of the front page (56) Reference JP-A-3-84200 (JP, A) JP-A-3-122400 (JP, A) JP-A-3-103600 (JP, A)
Claims (1)
先行トンネル間に天井トンネルを施工するとともに、前
記先行トンネルからこれに沿って下方に向けて壁面トン
ネルを施工して、天井および壁面を構築した後に天井お
よび壁面で囲まれた内部を掘削することを特徴とする大
断面地下空洞および大断面トンネルの構築方法。1. A ceiling tunnel and a wall surface are constructed by constructing a ceiling tunnel between parallel preceding tunnels that have been previously constructed by a mountain tunnel method, and by constructing a wall tunnel downward from the preceding tunnel. A method of constructing a large-section underground cavity and large-section tunnel characterized by excavating the interior surrounded by the ceiling and wall later.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2019486A JP2520036B2 (en) | 1990-01-29 | 1990-01-29 | Construction method of large section underground cavity and large section tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2019486A JP2520036B2 (en) | 1990-01-29 | 1990-01-29 | Construction method of large section underground cavity and large section tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH03224999A JPH03224999A (en) | 1991-10-03 |
| JP2520036B2 true JP2520036B2 (en) | 1996-07-31 |
Family
ID=12000687
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2019486A Expired - Lifetime JP2520036B2 (en) | 1990-01-29 | 1990-01-29 | Construction method of large section underground cavity and large section tunnel |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2520036B2 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2656892B2 (en) * | 1993-07-07 | 1997-09-24 | 鹿島建設株式会社 | Underground structure construction method and continuous underground wall construction method |
| JP5022150B2 (en) * | 2007-09-04 | 2012-09-12 | 鹿島建設株式会社 | Tunnel merge structure and method for constructing tunnel merge structure |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2508852B2 (en) * | 1989-08-28 | 1996-06-19 | 鹿島建設株式会社 | How to build an underground structure |
| JP2762133B2 (en) * | 1989-10-04 | 1998-06-04 | 株式会社竹中工務店 | How to build a large architectural space underground |
-
1990
- 1990-01-29 JP JP2019486A patent/JP2520036B2/en not_active Expired - Lifetime
Also Published As
| Publication number | Publication date |
|---|---|
| JPH03224999A (en) | 1991-10-03 |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| EXPY | Cancellation because of completion of term |