JPH0317399A - Construction of underground structure - Google Patents
Construction of underground structureInfo
- Publication number
- JPH0317399A JPH0317399A JP1150149A JP15014989A JPH0317399A JP H0317399 A JPH0317399 A JP H0317399A JP 1150149 A JP1150149 A JP 1150149A JP 15014989 A JP15014989 A JP 15014989A JP H0317399 A JPH0317399 A JP H0317399A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- roof
- tunnels
- side wall
- shield machine
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 18
- 238000000034 method Methods 0.000 claims abstract description 5
- 230000002093 peripheral effect Effects 0.000 abstract description 4
- 230000003028 elevating effect Effects 0.000 description 6
- 239000004576 sand Substances 0.000 description 2
- 239000004568 cement Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000003912 environmental pollution Methods 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
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
Description
【発明の詳細な説明】
（産業上の利用分野）
この発明は大深度の地中に大空間を構成する地下構造物
の外部を構築する、地下構造物の構築方法に関するもの
である。DETAILED DESCRIPTION OF THE INVENTION (Field of Industrial Application) The present invention relates to a method of constructing an underground structure for constructing the exterior of an underground structure constituting a large space deep underground.
（発明が解決しようとする課Ｂ）
地上における敷地確保の困難さから大深度の地中に、居
住空間としての大規模な構造物を建設する計画が現実化
しつつある中で、施工中の振動や騒音等の環境公害の発
生とその近隣地域への影響の抑制、及び地上に占める工
事面積の狭小化の要件を満たす構築方法を出願人は提案
している。(Question B that the invention seeks to solve) As plans to construct large-scale structures as living spaces deep underground are becoming a reality due to the difficulty of securing land on the ground, vibrations during construction are becoming a reality. The applicant is proposing a construction method that satisfies the requirements of suppressing the occurrence of environmental pollution such as noise and its impact on neighboring areas, and reducing the construction area occupied above ground.
この地中構造物は地上から鉛直に形威され、施工開始の
拠点となる立坑よりシールド機を掘進させてまず屋根部
となるトンネルを作り、その後トンネルの周囲に側壁を
施工し、内部の土砂を排出して構築されるものであるが
、本発明はこの既出願発明を派生させたもので、屋根部
の新たな構築方法を加えて提案しようとするものである
。This underground structure is built vertically from the ground, and a shield machine is used to excavate a shaft from the shaft that serves as the starting point to first create a tunnel that will serve as the roof.Then, side walls are constructed around the tunnel, and the soil inside is removed. However, the present invention is a derivative of this previously filed invention, and attempts to propose a new method for constructing the roof.
（課題を解決するための手段）
本発明では目標とする地下構造物の中央部に形威される
中央立坑の側面よりシールド機を傾斜させて掘進させ、
屋根用トンネルを造成した後、屋根用トンネルの側面か
らシールド機を円弧状に同一レベルで周回させる作業を
順次レヘル差を付けて繰り返し、互いに深さ方向に距離
をおいて隣接する複数のリングトンネルを平面的に同心
円状に形或することによりドーム状の屋根部を構築する
。(Means for Solving the Problems) In the present invention, a shield machine is tilted and excavated from the side of a central shaft formed in the center of a target underground structure,
After creating a roof tunnel, the shielding machine is rotated around the same level in an arc from the side of the roof tunnel, which is repeated at different levels in order to create multiple ring tunnels that are adjacent to each other at a distance in the depth direction. A dome-shaped roof is constructed by forming the dome-shaped roof into concentric circles on a plane.
地下構造物の外周部からは外周立坑が形威され、この外
周立坑の側面よりシールド機を平面的に円弧状に掘進さ
せて側壁用トンネルが造威され、側壁用トンネルから鉛
直下方へ施工して側壁が円筒状に構築される。An outer circumferential shaft is formed from the outer periphery of the underground structure, and a shield machine is excavated from the side of this outer circumferential shaft in an arc planar shape to create a side wall tunnel, which is then constructed vertically downward. The side wall is constructed in a cylindrical shape.
この側壁とリングトンネルとにより地下構造物の外部が
構築される。This side wall and the ring tunnel form the exterior of the underground structure.
（実施例） 以下本発明を一実施例を示す図面に基づいて？明する。(Example) The following describes the present invention based on drawings showing one embodiment of the present invention. I will clarify.
この発明は第１図，第２図に示すように目標とする地下
構造物Ｂの外周部と中央部の上層より地盤を鉛直に掘削
して形成されるそれぞれ外周立坑ｈ．中央立坑１■より
シールド機２を別々に堀進させて側壁用トンネル３と屋
根用トンネル４を造威し、これらのトンネル３．４から
側壁用の掘削機７とリングトンネル用のシールド機２を
堀進させることにより地下構造物Ｂを構築する方法であ
る。As shown in FIGS. 1 and 2, this invention is based on the peripheral shafts h. The shield machine 2 is separately excavated from the central shaft 1■ to create the side wall tunnel 3 and the roof tunnel 4, and from these tunnels 3.4, the side wall excavator 7 and the ring tunnel shield machine 2 are excavated. This is a method of constructing underground structure B by digging.
外周立坑１，と中央立坑１２は第３図一Ｉに示すように
地中連続壁の施工の要領で孔壁の安定を図りながら地盤
を鉛直に掘削し、鉄筋籠の挿入，コンクリートの打設に
より構築される。As shown in Figure 3-1, the outer shaft 1 and central shaft 12 are constructed by excavating the ground vertically while stabilizing the hole wall in the same manner as in the construction of an underground continuous wall, inserting reinforcing bar cages, and pouring concrete. Constructed by
屋根部Ｒは図示するようにドーム状の形態をなして構築
されることから外周立坑ｌ１の下端は中央立坑ｌ２の下
端位置より深くまで掘削される。Since the roof portion R is constructed in the form of a dome as shown in the figure, the lower end of the outer circumferential shaft l1 is excavated deeper than the lower end position of the central shaft l2.
この外周立坑１１と中央立坑１■の側面からは第１図に
示すようにシールド機２の堀進によりそれぞれ側壁Ｗ構
築，屋根部Ｒ構築の拠点となる？壁用トンネル３と屋根
用トンネル４とが造成される。As shown in Fig. 1, the sides of the outer shaft 11 and the central shaft 12 serve as bases for constructing the side walls W and the roof R, respectively, by digging with the shield machine 2. A wall tunnel 3 and a roof tunnel 4 are constructed.
側壁用トンネル３は外周立坑ｈよりシールド機２を側壁
Ｗ構築場所の天端位置に平面的に円弧状に掘進させて周
回させることにより、一方屋根用トンネル４は中央立坑
１■より傾斜させて掘進させることにより形成される。The side wall tunnel 3 is constructed by making the shield machine 2 excavate in an arc shape on a plane to the top position of the side wall W construction site from the outer circumferential shaft h and making a circuit around it, while the roof tunnel 4 is made by tilting from the central shaft 1■. It is formed by digging.
側壁用トンネル３構築時のシールド機２は第２図．第３
図一Ｈに示すように外周立坑１１の地下構造物Ｂの空間
に、ポーリングを行いながら他山にパイプを水平に挿入
し、その内外にセメントミルクを注入する、バイブルー
フ工法等により形威される横坑工３から発進される。Figure 2 shows the shield machine 2 when constructing the side wall tunnel 3. Third
As shown in Figure 1H, a pipe is inserted horizontally into the underground structure B of the outer shaft 11 while polling, and cement milk is poured into the inside and outside of the pipe. It will be launched from horizontal shaft 3.
横坑ｂ完戒後、ここにシールド機２を設置し、セグメン
ト５で覆工しながら水平方向に掘進させ、側壁用トンネ
ル３がリング状に構築される。After the horizontal shaft B is completed, a shield machine 2 is installed here, and the tunnel is excavated horizontally while lining with segments 5, and a side wall tunnel 3 is constructed in a ring shape.
セグメント５は側壁用トンネル３円から側壁Ｗを構築す
るためのガイドウォール５ａを有している。The segment 5 has a guide wall 5a for constructing the side wall W from the side wall tunnel 3 circles.
屋根用トンネル４は第１図，第２図に示すように中央立
坑ｈ下端位置の側面からシールド機２を傾斜させて発進
させ、横坑１３まで到達させることにより平面的に部分
円弧状に、立面的に傾斜して構築される。As shown in FIGS. 1 and 2, the roof tunnel 4 is formed by starting the shield machine 2 at an angle from the side of the lower end of the central shaft h and reaching the horizontal shaft 13, so that the roof tunnel 4 is partially arcuate in plan view. It is constructed with an elevational slope.
側壁用トンネル３の直上の屋根用トンネル４の下端から
はシールド機２発進時の様子を示す第４図−１，ＩＩの
ように、側壁用トンネル３の構築と同様にシールド機２
を水平方向に掘進させ、平面的に円弧状に同一レベルで
周回させることによりリング状のリングトンネル６が形
戊される。From the lower end of the roof tunnel 4 directly above the side wall tunnel 3, the shield machine 2 is opened in the same way as in the construction of the side wall tunnel 3, as shown in Figure 4-1, II, which shows the situation when the shield machine 2 is launched.
A ring-shaped ring tunnel 6 is formed by excavating the tunnel horizontally and circulating it in an arc shape on the plane at the same level.
続いてシールド機２をこの既造威のリングトンネル６よ
り高いレベルまで後述の要領で上昇させ、既造或の下段
側のリングトンネル６より小さい径の円弧状にシールド
機２を周回させることにより上下に隣接するリングトン
ネル６６を造威し、引き続いてこの作業を順次レヘル差
を付けて繰り返すことにより図示するように深さ方向に
互いに距離をおいて隣接し、上方側が小径となる、平面
的に同心円状のドーム状の？根部Ｒが構築される。第５
図は第４図−■の一部拡大図である。Next, the shield machine 2 is raised to a higher level than the existing ring tunnel 6 in the manner described below, and the shield machine 2 is orbited in an arc shape with a smaller diameter than the lower ring tunnel 6 of the existing structure. By creating ring tunnels 66 that are adjacent to each other in the upper and lower sides, and then repeating this operation with a difference in level, a planar ring tunnel 66 that is adjacent to each other at a distance in the depth direction and has a smaller diameter on the upper side as shown in the figure is created. Concentric dome-shaped? A root R is constructed. Fifth
The figure is a partially enlarged view of FIG. 4-■.
第６図はリングトンネル６構築時の屋根用トンネル４内
におけるシールド機２の移動状態を示したものであるが
、この図によりシールド機２の移動の要領を説明する。FIG. 6 shows the state of movement of the shield machine 2 within the roof tunnel 4 when the ring tunnel 6 is constructed, and the manner of movement of the shield machine 2 will be explained with reference to this figure.
中央立坑１■よりシールド機２を屋根用トンネル４の下
端まで降下させるときの様子を示すＩのようにシールド
機２はそれを所定の発進位置にセットするための発進装
置２ａに組み込まれたまま、昇降ジャッキ２ｂを有する
昇降装置２Ｃに接続され、その両側で壁面に反力によっ
て懸架し、昇降ジャッキ２ｂにより昇降装置２Ｃを伸縮
させることにより尺取虫式に降下する。As shown in I, which shows the situation when the shield machine 2 is lowered from the central shaft 1 to the lower end of the roof tunnel 4, the shield machine 2 remains assembled in the starting device 2a that sets it at a predetermined starting position. , is connected to an elevating device 2C having an elevating jack 2b, is suspended from a wall surface on both sides by reaction force, and is lowered in an inchworm-like manner by extending and contracting the elevating device 2C with the elevating jack 2b.
昇降装置２ｃが屋根用トンネル４の下端まで降下したと
ころで、シールド機２を発進装置２ａから切り離し、一
周掘進させる（ｎ）。When the elevating device 2c has descended to the lower end of the roof tunnel 4, the shield machine 2 is separated from the starting device 2a and excavated once (n).
シールド機２を周回させて帰還させた後、これを再度発
進装置２ａに載せて昇降ジャッキ２ｂにより一段上昇さ
せる（ＩＩＩ）。After making the shield machine 2 go around and return, it is again placed on the starting device 2a and raised one step by the lifting jack 2b (III).
続いてこのレベルで■と回し要領で周回させる（■）。Next, at this level, turn it around in the same manner as ■ (■).
以上のＩ〜■の作業を屋根用トンネル４の上端まで繰り
返し、ドーム状の屋根部Ｒが構築される。The above operations I to (2) are repeated until the upper end of the roof tunnel 4, and the dome-shaped roof portion R is constructed.
屋根部Ｒの構築後、側壁用トンネル３がらは地中連続壁
の施工の要領で側壁Ｗの構築が行われる。After constructing the roof portion R, the side wall W of the side wall tunnel 3 is constructed in the same manner as in the construction of an underground continuous wall.
側壁Ｗは第７図に示すようにセグメント５のガイドウォ
ール５ａに据え付けられた掘削機７により泥水掘削を行
い、掘削終了後、泥水とコンクリートとを置き換えなが
ら鉄筋籠８を挿入して構築される。The side wall W is constructed by excavating muddy water using an excavator 7 installed on the guide wall 5a of the segment 5, as shown in FIG. .
屋根部Ｒと側壁Ｗの構築終了後、これに囲まれた内部の
土砂の掘削を行い、掘削土砂を外周立坑ｈと中央立坑ｈ
より排土し、更に第２図に示すように側壁Ｗ下端位置に
底版Ｆを逆アーチ状に構築して無支柱空間の地下構造物
Ｂが完戒する。After completing the construction of the roof R and side walls W, the earth and sand inside the area surrounded by them is excavated, and the excavated earth and sand are transferred to the outer shaft h and the central shaft h.
Further, as shown in Fig. 2, a bottom plate F is constructed in the shape of an inverted arch at the lower end of the side wall W, and the underground structure B in the column-free space is completed.
（発明の効果）
二の発明は以上の通りであり、目標とする地下構造物の
中央部より鉛直下方に形成される中央立坑より屋根部構
築用の屋根用トンネルを造或し、これを拠点としてシー
ルド機を同一レベルで円弧状に掘進させ、複数のリング
トンネルを深さ方向に径を変えてドーム状に造或するこ
とにより屋根部を、また外周部の外周立坑より造成され
る側壁用トンネルから側壁をそれぞれ構築するものであ
り、地上に占める工事面積は両立坑部分のみであるため
地上への影響を抑えながら施工を遂行することができる
。(Effect of the invention) The second invention is as described above, and a roof tunnel for constructing a roof is created from a central shaft formed vertically below the center of a target underground structure, and this is used as a base. A shield machine is used to excavate in an arc shape at the same level, and multiple ring tunnels are created in a dome shape with varying diameters in the depth direction to form the roof, and for the side walls created from the outer circumferential shaft. Side walls will be constructed from the tunnel, and the construction area above ground will be limited to both shafts, making it possible to carry out construction while minimizing the impact on the ground.
第１図は本発明の施工状況を示した斜視図、第２図はそ
の縦断面図、第３図−１，ＩＩはそれぞれ立坑，横坑の
施工の様子を示した断面図、第４図−Ｉ．■はリングト
ンネルの施工の様子を示した断面図、第５図は第４図の
一部拡大図、第６図−ｔ〜Ｎは屋根用トンネル内でのシ
ールド機の移動の様子を示した断面図、第７図は側壁の
施工の様子を示した断面図である。
？・・・・・・地下構造物、Ｒ・・・・・・屋根部、Ｗ
・・・・・・側壁、Ｆ・・・・・・底版、ｌ１・・・・
・・外周立坑、１■・・・・・・中央立坑、１３・・・
・・・横坑、２・・・・・・シールド機、２ａ・・・・
・・発進装置、２ｂ・・・・・・昇降ジャンキ、２ｃ・
・・・・・昇降装置、３・・・・・・側壁用トンネル、
４・・・・・・屋根用トンネル、５・・・・・・セグメ
ント、５ａ・・・・・・ガイドウォール、６・・・・・
・リングトンネル、７・・・・・・掘削機、８・・・・
・・鉄筋籠。
第
２
繭
第
３
図
■Fig. 1 is a perspective view showing the construction status of the present invention, Fig. 2 is a vertical sectional view thereof, Figs. 3-1 and II are sectional views showing the construction of a vertical shaft and a horizontal shaft, respectively, and Fig. 4 -I. ■ is a cross-sectional view showing the construction of the ring tunnel, Fig. 5 is a partially enlarged view of Fig. 4, and Fig. 6-t to N shows the movement of the shield machine within the roof tunnel. A sectional view, FIG. 7 is a sectional view showing the state of construction of the side wall. ?・・・・・・Underground structure, R・・・Roof, W
...Side wall, F...Bottom plate, l1...
...Outer shaft, 1■ ...Central shaft, 13...
...Alongside shaft, 2...Shield machine, 2a...
...Starting device, 2b...Elevating junk, 2c.
...Lifting device, 3...Tunnel for side wall,
4... Roof tunnel, 5... Segment, 5a... Guide wall, 6...
・Ring tunnel, 7... Excavator, 8...
...Reinforced cage. 2nd cocoon 3rd figure■
Claims (1)
り地盤を鉛直に掘削してそれぞれ外周立坑、中央立坑を
形成し、外周立坑の側面よりシールド機を平面的に円弧
状に周回させて側壁用トンネルを、中央立坑の側面より
側壁用トンネルまでシールド機を傾斜させながら掘進さ
せて屋根用トンネルをそれぞれ造成した後、側壁用トン
ネルから鉛直下方へ施工して側壁を円筒状に構築すると
ともに、屋根用トンネルの側面からシールド機を円弧状
に同一レベルで周回させる作業を順次レベル差を付けて
繰り返し、互いに深さ方向に距離をおいて隣接し、屋根
部を構成する複数のリングトンネルを平面的に同心円状
に形成し、地下構造物の外部を構築する地下構造物の構
築方法。(1) Excavate the ground vertically from the upper layer of the outer periphery and center of the target underground structure to form an outer shaft and a central shaft, respectively, and run the shield machine around the side of the outer shaft in a planar arc shape. Then, tunnels for the side walls are excavated from the side of the central shaft to the side wall tunnels while tilting the shield machine to create roof tunnels, and then the tunnels are constructed vertically downward from the side wall tunnels to construct the side walls in a cylindrical shape. At the same time, the process of rotating the shield machine in an arc at the same level from the side of the roof tunnel is repeated with successive level differences, so that multiple rings that are adjacent to each other at a distance in the depth direction and that make up the roof part are A construction method for underground structures in which tunnels are formed concentrically on a plane and the exterior of the underground structure is constructed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1150149A JPH0613838B2 (en) | 1989-06-13 | 1989-06-13 | How to build an underground structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1150149A JPH0613838B2 (en) | 1989-06-13 | 1989-06-13 | How to build an underground structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0317399A true JPH0317399A (en) | 1991-01-25 |
| JPH0613838B2 JPH0613838B2 (en) | 1994-02-23 |
Family
ID=15490569
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP1150149A Expired - Fee Related JPH0613838B2 (en) | 1989-06-13 | 1989-06-13 | How to build an underground structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0613838B2 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007224532A (en) * | 2006-02-22 | 2007-09-06 | Taisei Corp | Construction method for underground structure |
| JP2009074309A (en) * | 2007-09-21 | 2009-04-09 | Shimizu Corp | Vertical shaft and its construction method |
| JP2009113733A (en) * | 2007-11-09 | 2009-05-28 | Hitachi Ltd | Power steering device |
-
1989
- 1989-06-13 JP JP1150149A patent/JPH0613838B2/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007224532A (en) * | 2006-02-22 | 2007-09-06 | Taisei Corp | Construction method for underground structure |
| JP4566927B2 (en) * | 2006-02-22 | 2010-10-20 | 大成建設株式会社 | Construction method of underground structure |
| JP2009074309A (en) * | 2007-09-21 | 2009-04-09 | Shimizu Corp | Vertical shaft and its construction method |
| JP2009113733A (en) * | 2007-11-09 | 2009-05-28 | Hitachi Ltd | Power steering device |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0613838B2 (en) | 1994-02-23 |
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