JPH0317397A - Method and apparatus for constructing space under ground - Google Patents
Method and apparatus for constructing space under groundInfo
- Publication number
- JPH0317397A JPH0317397A JP1150468A JP15046889A JPH0317397A JP H0317397 A JPH0317397 A JP H0317397A JP 1150468 A JP1150468 A JP 1150468A JP 15046889 A JP15046889 A JP 15046889A JP H0317397 A JPH0317397 A JP H0317397A
- Authority
- JP
- Japan
- Prior art keywords
- wall
- shaft
- spherical
- excavator
- curved rail
- 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
- 238000000034 method Methods 0.000 title abstract description 12
- 230000002093 peripheral effect Effects 0.000 claims abstract description 31
- 239000004567 concrete Substances 0.000 claims abstract description 18
- 238000009412 basement excavation Methods 0.000 claims description 32
- 238000010276 construction Methods 0.000 claims description 25
- 238000007789 sealing Methods 0.000 claims description 7
- 238000007599 discharging Methods 0.000 claims 1
- 101150054854 POU1F1 gene Proteins 0.000 abstract 3
- 239000011083 cement mortar Substances 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 7
- 239000011435 rock Substances 0.000 description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 239000004570 mortar (masonry) Substances 0.000 description 5
- 239000002002 slurry Substances 0.000 description 5
- 239000002689 soil Substances 0.000 description 5
- 238000009415 formwork Methods 0.000 description 4
- 239000003673 groundwater Substances 0.000 description 4
- 238000005520 cutting process Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 210000000569 greater omentum Anatomy 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 235000000832 Ayote Nutrition 0.000 description 1
- 244000241257 Cucumis melo Species 0.000 description 1
- 235000015510 Cucumis melo subsp melo Nutrition 0.000 description 1
- 235000009854 Cucurbita moschata Nutrition 0.000 description 1
- 240000001980 Cucurbita pepo Species 0.000 description 1
- 235000009804 Cucurbita pepo subsp pepo Nutrition 0.000 description 1
- FJJCIZWZNKZHII-UHFFFAOYSA-N [4,6-bis(cyanoamino)-1,3,5-triazin-2-yl]cyanamide Chemical compound N#CNC1=NC(NC#N)=NC(NC#N)=N1 FJJCIZWZNKZHII-UHFFFAOYSA-N 0.000 description 1
- 238000005452 bending Methods 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
- 238000005422 blasting Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 235000015136 pumpkin Nutrition 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000010865 sewage Substances 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明は、大深度の地中に大規模な球状の空洞を築造す
る工法及びその装置に関するものである。DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a construction method and apparatus for constructing a large-scale spherical cavity deep underground.
最近の都市域への人口・諸機関の集中及び地価の高騰な
どの土地問題の顕在化などの状況を背景に都市部におけ
る大深度地下空間の利用について大きな関心が寄せられ
ている。この大深度地下空間利用構想の中でも、大規模
な無支柱の空洞空間は、下水処理施設、都市廃棄物処理
施設などの都市施設への利用や圧気タンク、用水タンク
などの貯蔵施設としての利用があげられている。特に、
球状空洞は土圧や水圧などの外圧力に対して他の形状（
例えば、カマボコ型、釣鐘型など）より強度的に有利な
形状であり、大深部や地盤条件が悪い（強度が低いなど
）ところでの空洞の形状に適しているものである。With the recent concentration of population and institutions in urban areas and the emergence of land problems such as soaring land prices, there has been a great deal of interest in the use of deep underground spaces in urban areas. In this deep underground space utilization concept, large-scale unsupported hollow spaces can be used for urban facilities such as sewage treatment facilities and municipal waste treatment facilities, and for storage facilities such as pressurized air tanks and water tanks. It is given. especially,
The spherical cavity has other shapes (
For example, it has a shape that is more advantageous in terms of strength than the semicylindrical shape, bell shape, etc., and is suitable for hollow shapes located deep in the ground or in places with poor ground conditions (low strength, etc.).
上記地下空洞（空間）を築造する従来の技術としては、
シールド工法、開削（オーブンカット）工法及び山岳工
法（発破工法など）がある。The conventional technology for constructing the above-mentioned underground cavity (space) is as follows:
There are shield construction methods, trenchless (oven cut) construction methods, and mountain construction methods (blasting methods, etc.).
軟岩地盤における大規模な空洞空間の構造は、崩壊を防
止するために土圧および地下水圧に耐える強度と止水性
を有する外壁で囲われた構造が必要となってくる。In order to prevent collapse of a large-scale hollow structure in soft rock ground, it is necessary to have a structure surrounded by an outer wall that is strong enough to withstand earth pressure and groundwater pressure, and has waterproof properties.
上記従来工法の山岳工法では、掘削・排土してできた空
洞の内側から型枠と支保を用いてコンクリート製の外壁
を構築することになるが、この作業自体地盤の悪いとこ
ろ（弱層部）では崩壊の危険があり、安全の確保に問題
があった。In the conventional mountain construction method described above, a concrete exterior wall is constructed from the inside of a cavity created by excavating and removing earth using formwork and supports, but this work itself is carried out in areas with poor ground conditions (weak layers). ), there was a risk of collapse and there were problems in ensuring safety.
また、地下水の浸入がある場合には作業困難（あるいは
作業不能）であった。In addition, work was difficult (or impossible) when groundwater infiltrated.
また、開削工法では、地表から地中連続壁工法により直
垂壁で周囲を締め切り、この壁を土留め壁として空洞底
部と天井部を構築し（その後、場合によっては内部を掘
削・排土した後、上部を埋め戻す）空洞を築遣するが、
この場合、空洞の投影面積以上の広い地表面積を開削す
る必要があるので、狭いところや構遺物があるところで
は施工できない。さらに、現状の地中連続壁による締め
切り工法では乗直壁で締め切るので底部の締切りはでき
ない。このため底部からの出水を防止できない場合は施
工不能になるという問題があった。In addition, in the cut-and-cover method, the surrounding area is closed off with a vertical wall using the continuous underground wall method from the ground surface, and this wall is used as an earth retaining wall to construct the bottom and ceiling of the cavity. , backfilling the upper part) to build a cavity, but
In this case, it is necessary to excavate a large ground surface area that is larger than the projected area of the cavity, so construction cannot be carried out in narrow areas or in areas where there are structural remains. Furthermore, with the current method of closing using underground continuous walls, it is not possible to close at the bottom because it is closed with a vertical wall. For this reason, there was a problem in that construction could not be carried out if it was not possible to prevent water from flowing out from the bottom.
本発明は上記のことにかんがみなされたちので、大規模
な球状空洞の築造が可能であり、また地表部の土地利用
がわずかで、既設構造物下でも施工可能であり、さらに
軟岩地盤でも適用可能な地中空洞築造工法を提供するこ
とを目的とするものである。The present invention has been developed in consideration of the above points, so it is possible to construct large-scale spherical cavities, requires only a small amount of land on the ground surface, can be constructed under existing structures, and can be applied even on soft rock ground. The purpose of this project is to provide a method for constructing underground cavities.
また上記球形空洞を精度の良い形状寸法に構築すること
ができると共に多少の偏平形への対応が可能であり、さ
らに深い深度への適用が可能な地中空洞築造装置を提供
することを目的とするものである。It is also an object of the present invention to provide an underground cavity construction device that can construct the above-mentioned spherical cavity to a highly accurate shape and size, and can also be adapted to a somewhat flat shape, and can be applied to deeper depths. It is something to do.
上記目的を達成するために、本発明に係る地中空洞築造
工法は、地上より立坑を構築し、この立坑の下部にこの
立坑と連続するコンクリートからなる球状の外周壁を構
築し、その後、この外周壁の内側の岩盤を掘削し、これ
を上記立坑より排出して球状の地中空洞を築造する。In order to achieve the above object, the underground cavity construction method according to the present invention constructs a shaft from the ground, constructs a spherical outer peripheral wall made of concrete continuous with this shaft at the bottom of this shaft, and then The rock inside the outer peripheral wall is excavated and discharged from the shaft to construct a spherical underground cavity.
上記球状の外周壁は立坑から半円形状の溝を放射状に掘
削し、この満の周面部に、上下両端部を立坑内に立設し
た支柱に連結した曲線状の球状壁掘削機を設置し、この
球状壁掘削機にて曲線溝掘削を行ない、その後、この掘
削分だけ前進し、これの背面側の空間内にコンクリート
を打設して単位経度分の外周壁を構築し、以下これを繰
返し行なって閉合させて球状の地中連続壁とする。For the above-mentioned spherical outer peripheral wall, semicircular grooves were excavated radially from the shaft, and a curved spherical wall excavator was installed on the circumferential surface of the wall, the upper and lower ends of which were connected to columns set up inside the shaft. , this spherical wall excavator excavates a curved groove, then moves forward by the amount of this excavation, and concrete is poured in the space on the back side of this to construct an outer peripheral wall for a unit of longitude. This process is repeated and closed to form a spherical underground wall.
また上記地中空洞築造工法を実施する地中空洞築造装置
は、立坑に立設する支柱に両端部が回転自在に支承され
る多数の弓形レールを折り曲げ自在に連結してなる曲線
レールと、この曲線レールの側面を走行して曲線レール
の一側面側を掘削する掘削機と、曲線レールの掘削機走
行側に設けた前側ジャッキと、曲線レールの背面側に設
けた後側ジャッキと、曲線レールの円弧方向の内、外周
面に設けたシール部材とからなっている。In addition, the underground cavity construction equipment that implements the above-mentioned underground cavity construction method includes a curved rail formed by bendably connecting a large number of arcuate rails whose ends are rotatably supported by pillars installed in a shaft; An excavator that excavates one side of the curved rail by running along the side of the curved rail, a front jack installed on the excavator running side of the curved rail, a rear jack installed on the back side of the curved rail, and a curved rail. and a sealing member provided on the inner and outer circumferential surfaces of the circular arc.
立坑と球状の外周壁は連続地中壁を構成してこれの内側
はこの連続地中壁にて囲まれ、この内側の土砂を掘削す
ることにより、この連続地中壁内が空洞となる。The shaft and the spherical outer peripheral wall constitute a continuous underground wall, and the inside of this is surrounded by this continuous underground wall, and by excavating the earth and sand inside this, a cavity is created within this continuous underground wall.
上記球状の外周壁は単位経度分ずつ構築されていき、最
終的に立坑の側壁と連続する球状の外周壁が構造される
。The spherical outer peripheral wall is constructed in units of longitude, and finally a spherical outer peripheral wall that is continuous with the side wall of the shaft is constructed.
また地中空洞築造装置の曲線レールは、これを構成する
各弓形レールを折り曲げて直線状にして立坑から支柱に
沿って神人し、地中にあらかじめ掘削した円弧状の溝の
中で、下側の弓形レールから順次円弧状に拡張して満の
円周面に沿わせる。その後、この曲線レールの側面に掘
削機を装着する。曲線レールは掘削機による掘削量だけ
ジャッキにて前進させ、これにより生じた背後の空間内
にコンクリートを打設していく 。In addition, the curved rail of the underground cavity construction device is made by bending the arched rails that make up the rail, making it straight and running it from the shaft along the support, and then lowering it in an arc-shaped groove that has been excavated underground. Starting from the side arcuate rail, it expands in an arc shape to follow the full circumferential surface. Then, an excavator is attached to the side of this curved rail. The curved rail is advanced by a jack by the amount excavated by the excavator, and concrete is poured into the space created by this.
本発明の実施例を図面に基づいて説明する。 Embodiments of the present invention will be described based on the drawings.
第１図は本発明工広の概念図であり、最初に立坑１を構
築し、この立坑１の下部にコンクリートからなる球状の
外周壁２を構築し、その後、この外周壁２の内側の岩盤
３を空洞堀削して地下空洞を完戊させる。このときの掘
削土砂は立坑１より地上へ排出する。上記外周壁２の形
状は球状ばかりではなく第２図、第３図に示すようにラ
クビーボール形（第２図）やかぼちゃ形（第３図）等回
転楕円体など他の形状も考えられる。Fig. 1 is a conceptual diagram of the construction of the present invention, in which a shaft 1 is first constructed, a spherical outer peripheral wall 2 made of concrete is constructed at the bottom of the shaft 1, and then a rock mass inside this outer peripheral wall 2 is constructed. 3. Excavate the cavity and complete the underground cavity. The excavated earth and sand at this time will be discharged to the ground through shaft 1. The shape of the outer circumferential wall 2 is not limited to a spherical shape, but other shapes such as a rugby ball shape (FIG. 2), a pumpkin shape (FIG. 3), a spheroid, etc. are also possible as shown in FIGS. 2 and 3.
上記外周壁２は立坑１の中間部と、立坑１の延長底部４
のそれぞれ側壁と一体状になって第４図に示すような殻
を構成する。The outer peripheral wall 2 is the middle part of the shaft 1 and the extended bottom part 4 of the shaft 1.
are integrated with the respective side walls to form a shell as shown in FIG.
次に上記殻の施工手順を第５図から説明する。Next, the procedure for constructing the shell will be explained with reference to FIG.
（１）立坑工事（第５図）
筒状の地中連続壁５を、築造しようとする地下空洞Ａの
底面下まで施工し、この地中連続壁内を掘削することに
より立坑１を築造する。このとき、軟岩の特性によって
は、地中連続壁に替えてロックボルト・吹付けコンクリ
ート工法を適用してもよい。上記立坑１の中間で、地下
空洞の上端部に相当する部分には拡径部１ａを形成し、
また底部４を連続壁で閉じる。(1) Shaft construction (Figure 5) A cylindrical underground continuous wall 5 is constructed to below the bottom of the underground cavity A to be constructed, and the shaft 1 is constructed by excavating inside this underground continuous wall. . At this time, depending on the characteristics of the soft rock, rock bolt/shotcrete construction methods may be applied instead of underground walls. An enlarged diameter part 1a is formed in the middle of the shaft 1, in a part corresponding to the upper end of the underground cavity,
Moreover, the bottom part 4 is closed with a continuous wall.
（２〉溝切り工事（第６図、第７図、第８図）立坑１内
に支柱６を立設し、これに満切り用の掘削機７を装着し
た立坑１の拡径部１ａまで入れて溝切り掘削の準備を行
なう。上記掘削機７は一例としてブーム力ツタ式掘削機
が用いられる。(2> Grooving work (Fig. 6, Fig. 7, Fig. 8)) A post 6 is erected in the shaft 1, and an excavator 7 for full cutting is attached to it up to the enlarged diameter part 1a of the shaft 1. The excavator 7 is, for example, a boom-powered vine-type excavator.
ついで、掘削機７にて立坑１の拡径部１ａから外径が地
下空洞Ａの外側面に沿う円弧状の満８を支柱６の両側に
掘削する。このとき、上記掘削機７は掘削半径が大きく
なるに従ってその掘削腕を延長すると共に、支柱６に沿
って下動させる。Next, an excavator 7 excavates a circular arc-shaped part 8 whose outer diameter follows the outer surface of the underground cavity A from the enlarged diameter part 1a of the shaft 1 on both sides of the support column 6. At this time, the excavator 7 extends its excavation arm as the excavation radius becomes larger, and moves it downward along the support column 6.
上記溝８の掘削後、満切り用の掘削機７を引上げ、両溝
８．８の内に後述する構造の球状壁掘削機９，９を各満
８，８の内周面に沿わせてセットする。その後、両溝８
８内にモルタル１０を充填してこれを閉じる。このと
き、球状壁掘削機９の神入部分と立坑１の空間は型枠等
を用いて確保し、溝８，８だけをモルタル１０で閉じる
。After excavating the groove 8, the excavator 7 for full cutting is pulled up, and spherical wall excavators 9, 9 having the structure described later are placed in both grooves 8, 8 along the inner peripheral surfaces of the grooves 8, 8, respectively. set. After that, both grooves 8
8 is filled with mortar 10 and closed. At this time, a space between the entrance part of the spherical wall excavator 9 and the shaft 1 is secured using a formwork or the like, and only the grooves 8, 8 are closed with mortar 10.
（３）外周壁工事（第９図、第１０図）球状壁掘削機９
の掘削面側に設けたスライド力ツタにて、球状の外周壁
の１単位経度分Ｌを掘削し、その後この掘削分だけ球状
壁掘削機９を支柱６を中心にして円弧状に前進し、その
背後にコンクリート１０ａを立坑１より打設する。(3) Outer wall construction (Figures 9 and 10) Spherical wall excavator 9
With the sliding power vine provided on the excavation surface side, excavate one unit of longitude L of the spherical outer peripheral wall, and then move the spherical wall excavator 9 forward in an arc around the pillar 6 by this excavation amount, Concrete 10a is poured behind it from vertical shaft 1.
上記作業を順次繰返して球状の外周壁２をコンクリート
にて築造する。このとき、各球状壁掘削機９は２台用い
られるので、それぞれは１８０″の範囲にわたって作業
する。The spherical outer peripheral wall 2 is constructed of concrete by repeating the above operations one after another. At this time, since two spherical wall excavators 9 are used, each of them works over a range of 180''.
（４）空洞内掘削工事（第１１図、第１２図）再び立坑
１内に掘削機７をセットし、上記（３）の工程で築造し
た外周壁２の内側の岩盤を掘削する。このとき、空洞部
分の立坑１を構成する地中連続壁５を切削し、立坑１を
切り広げながら掘削を行なう。掘削土砂は泥水によりス
ラリー状にして排土する。またこの掘削は外周壁２を損
傷させないように注意して行なう。(4) Excavation work inside the cavity (FIGS. 11 and 12) The excavator 7 is set in the shaft 1 again, and the rock inside the outer peripheral wall 2 constructed in the step (3) above is excavated. At this time, the underground continuous wall 5 constituting the shaft 1 in the hollow portion is cut, and the shaft 1 is widened and excavated. The excavated soil is made into a slurry with muddy water and then discharged. Further, this excavation is performed with care so as not to damage the outer peripheral wall 2.
（５〉外周壁の補強工事
外周壁２の補強が必要な場合はアンヵボルト等の打ち込
みにより適宜行なう。(5> Reinforcement of the outer peripheral wall If the outer peripheral wall 2 needs to be reinforced, do so by driving anchor bolts or the like as appropriate.
上記各工事における掘削空間には掘削時には、ベントナ
イトを混入した泥水を地上より注入してこれを掘削空間
内に充満しておく。これにょり各掘削空間はこの泥水の
重みでバックアップされて崩壊することなく安定され、
掘削土砂は立坑１の底部４より排土ポンブにてスラリー
状にて排出する。During excavation in each of the above-mentioned works, muddy water mixed with bentonite is injected from the ground to fill the excavation space. This allows each excavation space to be backed up by the weight of this muddy water and stabilized without collapsing.
The excavated soil is discharged in the form of slurry from the bottom 4 of the shaft 1 by an earth discharge pump.
次に上記地中空洞築造工広を行なうための主要の掘削装
置となる球状壁掘削機９の構成及び作用を以下に第１３
図から第２０図を参照して説明する。Next, the structure and operation of the spherical wall excavator 9, which is the main excavation device for carrying out the above-mentioned underground cavity construction and widening, are described below in the 13th section.
This will be explained with reference to FIG. 20.
図中１１は複数個の弓形レール１１ａ，１１ａ・・・を
円弧状に折り曲げ自在に連結してなる曲線レールであり
、これの両端部は支柱６に咲合する上下の支持環１２ａ
，１２ｂに連結されている。In the figure, reference numeral 11 denotes a curved rail formed by connecting a plurality of arcuate rails 11a, 11a, etc. so as to be bendable in an arc shape, and both ends of this rail are provided with upper and lower support rings 12a that are connected to the support column 6.
, 12b.
上記各弓形レール１１ａの外周側の両端部がヒンジ１３
にて連結されており、また内周側の両端部が油圧シリン
ダ１４にて連結されており、この油圧シリンダ１４を伸
長することにより各弓形レール１１ａが略直線になり（
第１４図）、また短縮することにより溝８の内周に沿う
形状の円弧状（第１５図）になるようになっている。Both ends of the outer circumferential side of each of the above-mentioned arcuate rails 11a are hinges 13.
Furthermore, both ends on the inner peripheral side are connected by a hydraulic cylinder 14, and by extending this hydraulic cylinder 14, each arcuate rail 11a becomes approximately straight (
(FIG. 14), and by shortening it, it becomes an arc shape along the inner periphery of the groove 8 (FIG. 15).
各弓形レール１１ａの掘進方向側の側而にレール１５が
長手方向に設けてあり、また内、外周面にシール用ｉＭ
１６．１６が形成されている。A rail 15 is provided in the longitudinal direction on the side of each arcuate rail 11a in the digging direction, and an iM for sealing is provided on the inner and outer peripheral surfaces.
16.16 is formed.
さらにこの弓形レール１１ａの背後側の側面の一部には
凹部１７が設けてあり、この凹部１７内に後側ジャッキ
１８が内装してある。この後側ジャッキ１８は弓形レー
ル１１ａの背後側へのフート１９を押し出すもので、凹
部１７の底面とフート１９を連結するパンタグラフ状の
リンク２０とこれを拡縮するねじ杆２１とこれを回転す
るモータ２２とからなっている。なおこのジャッキ１８
を縮小したときにフート１９によって凹部１７が閉じら
れるようになっている。Further, a recess 17 is provided in a part of the rear side surface of the arcuate rail 11a, and a rear jack 18 is installed inside the recess 17. This rear jack 18 pushes out the foot 19 to the rear side of the arcuate rail 11a, and includes a pantograph-shaped link 20 that connects the bottom of the recess 17 and the foot 19, a screw rod 21 that expands and contracts the link, and a motor that rotates the link. It consists of 22. Furthermore, this jack 18
When contracted, the recess 17 is closed by the foot 19.
またこのジャッキ１８の各リンクの基端の相互はギヤに
て噛合連結されていて、ジャッキ１８を伸長したときに
これが下方へ傾斜することなく後方へはり出されるよう
になっている。The base ends of the links of this jack 18 are meshed and connected with each other by gears, so that when the jack 18 is extended, it protrudes rearward without tilting downward.
また弓形レール１１ａの掘進側の側面には伸縮形の前側
ジャッキ２３が柊納可能に設けてある。Further, a telescopic front jack 23 is provided on the side surface of the arched rail 11a on the digging side so as to be retractable.
そして上記弓形レール１１ａのレール１５に走行台２４
が係合し、この走行台２４に掘削機２５が装着されてい
る。A running platform 24 is mounted on the rail 15 of the arcuate rail 11a.
is engaged, and an excavator 25 is mounted on this traveling base 24.
上記走行台２４には曲線レール１１に対して走行するた
めの走行機構２６と、これを駆動する油圧駆動装置２７
を有している。上記走行機構２６の一例としては、詳細
には図示しないが曲線レール１１に噛合ってスライドシ
ュを介してレールに沿ってのみ運動できる摺動機構と、
油圧シリンダによる駆動機構からなる。駆動機構は先端
にレールクランプを持った２本の油圧シリンダを用い、
これらを交互に伸縮作動させる。なおこの走行機構はラ
ックとピニオンに置換してもよい。The traveling platform 24 includes a traveling mechanism 26 for traveling on the curved rail 11, and a hydraulic drive device 27 for driving the traveling mechanism 26.
have. As an example of the traveling mechanism 26, although not shown in detail, a sliding mechanism that meshes with the curved rail 11 and can move only along the rail via a slide shoe;
It consists of a drive mechanism using a hydraulic cylinder. The drive mechanism uses two hydraulic cylinders with rail clamps at the tips.
These are operated to expand and contract alternately. Note that this traveling mechanism may be replaced with a rack and pinion.
掘削機２５は伸縮及び旋回可能なブーム２８と、このブ
ーム２８の先端に設けられた回転力ツタドラム２９とか
らなっている。なおこの掘削機２５による掘削幅は曲線
レール１０の内外周方向の幅より大きな幅で掘削できる
ようになっている。The excavator 25 is composed of a boom 28 that is extendable and rotatable, and a rotating power vine drum 29 provided at the tip of the boom 28. The width of excavation by this excavator 25 is larger than the width of the curved rail 10 in the inner and outer circumferential directions.
そして上記曲線レール１１の内外周面に設けたシール用
？ｇｌ６．１６には上記掘削幅Ｈの内面まで拡大接続可
能なチューブ型液圧膨張式のシール部材３０．３０が充
填されている。このシール部材３０は可撓性を有する袋
紐状になっていて、内部に液体を注入することにより拡
大するようになっている。And for seals provided on the inner and outer peripheral surfaces of the curved rail 11? gl6.16 is filled with a tube-type hydraulically expandable sealing member 30.30 that can be expanded and connected to the inner surface of the excavation width H. This sealing member 30 has a flexible bag string shape, and is expanded by injecting liquid into the inside.
次に上記構成の球状聖掘削機９による掘削作用を説明す
る。Next, the excavating action of the spherical excavator 9 having the above configuration will be explained.
立坑１及び溝切り工！Ｊｆが終了した状態で、曲線レー
ル１１を、これの両端部を支柱６に嵌合した支持環１２
ａ，１２ｂに連拮して立坑１内に入れる（第１３図）。Shaft 1 and ditch cutter! With the Jf completed, the curved rail 11 is connected to the support ring 12 with both ends thereof fitted to the support 6.
a and 12b, and put it into the shaft 1 (Fig. 13).
ついで、この曲線レール１１を満８に対向させた状態で
、下側の弓形レール１１ａから順に、これらの相互間に
設けた浦圧シリンダ１４を短縮動じて溝８内で順次円弧
状にしていく。最上部の油圧シリンダ１４を短縮した状
態で曲線レール１１は溝８の内周面に沿った状態で固定
される。Next, with the curved rails 11 facing each other, the pressure cylinders 14 provided between the lower arcuate rails 11a are sequentially shortened to form an arc shape in the grooves 8. . The curved rail 11 is fixed along the inner peripheral surface of the groove 8 with the uppermost hydraulic cylinder 14 shortened.
なお満８と曲線レール１１の大きさの関係は第２１図に
示すようになる。The relationship between the size of the curved rail 11 and the size of the curved rail 11 is shown in FIG.
すなわち、例えば曲線レール１１の掘進方向の幅Ｗ１が
１ｍとすると、溝８の幅Ｗは掘削機２５及びスラリー用
の空間Ｗ２を含めて３〜３．２ｍ必要となる。That is, for example, if the width W1 of the curved rail 11 in the digging direction is 1 m, the width W of the groove 8, including the excavator 25 and the space W2 for slurry, is required to be 3 to 3.2 m.
この溝８内での曲線レール１１は前方ジャッキ２３を作
用させて第２１図に示すように堀進方向後端側へ移動さ
せておく。The curved rail 11 within the groove 8 is moved toward the rear end in the excavation direction by the action of the front jack 23, as shown in FIG.
この状態で、溝８の円周部のレール神入部及び立坑部１
を除く部分にモルタル１０を打設してこれを閉じる。こ
のとき、上記曲線レール挿入部及び立坑部１には型板３
１．３２を挿入してこれらにモルタル１０が流入するの
を防ぐ。In this state, the rail entrance part and the shaft part 1 on the circumference of the groove 8
Mortar 10 is placed in the area except for the area, and the area is closed. At this time, the template 3 is attached to the curved rail insertion part and the shaft part 1.
1.32 are inserted to prevent the mortar 10 from flowing into these.
なおこの状態での曲線レール１１の下端部は立坑１の底
部４に、また上端部は立坑１の拡径部１ａに対向されて
いる。In this state, the lower end of the curved rail 11 faces the bottom 4 of the shaft 1, and the upper end faces the enlarged diameter portion 1a of the shaft 1.
次に立坑１の拡径部１ａから曲線レール１１の掘進側の
レール１５に掘削機２５を塔載した走行台２４を係合し
て発進させ、立坑１の下部へ向かって下向きに掘削して
いく。このときの掘削代を１単位経度分とすると、この
１単位経度分Ｌは第２２図に示すように、空洞の内周壁
径を例えば５０ｍとしたときに、上記（北極）の立坑１
の部分の掘削代Ｄ，は０．９ｍ，中間部（赤道）の掘削
代Ｄ２は３ ． ２ ｍ ｓ下部（南極）の立坑１の
部分の掘削代Ｄ３は０．６ｍであり、第２５図に示すよ
うに、あたかもメロンの皮伏した溝となる。これを掘削
機２５のブーム２８を上下、左右の回動及び伸縮動作と
走行操作とで所定の形状となるように掘削していく。Next, the traveling platform 24 on which the excavator 25 is mounted is engaged with the rail 15 on the excavation side of the curved rail 11 from the enlarged diameter part 1a of the shaft 1 and started, and excavation is carried out downward toward the lower part of the shaft 1. go. If the excavation cost at this time is 1 unit of longitude, this 1 unit of longitude L is, as shown in Fig. 22, when the diameter of the inner circumferential wall of the cavity is 50 m,
The excavation cost D of the part is 0.9m, and the excavation cost D2 of the middle part (equator) is 3. The excavation allowance D3 of the shaft 1 portion at the bottom (antarctica) of 2 m s is 0.6 m, and as shown in Fig. 25, it becomes a trench with the skin of a melon lying down. This is excavated into a predetermined shape by rotating the boom 28 of the excavator 25 vertically, horizontally, extending and contracting, and traveling.
このときの掘削土砂は曲線レール１１と地山との間の空
間（２ｍＸ２ｍ）を落下して立坑ｌの底部４へ集め、ス
ラリポンプあるいはエアリフトで地上へ排出する。The excavated soil at this time falls through the space (2 m x 2 m) between the curved rail 11 and the ground, collects at the bottom 4 of the shaft 1, and is discharged to the ground by a slurry pump or air lift.
上記のようにして１単位経度分Ｌだけ壁満の掘削完了後
は、第２３図に示すように、曲線レール１１の各弓形レ
ール１１ａ，１１ａの後側ジャッキ１８を第１７図（．
Ａ ）に示すように作動させてそれぞれのフート１９を
つっぱり、曲線レール１１を上記１単位経度分Ｌだけ堀
進方向に押し進める。このとき、掘削側の前側ジャッキ
２３を前側へ所定の長さ（Ｗ２）にしてつつばらしてお
き、曲線レール１０の掘進方向前側に掘削機２５及びス
ラリー用の空間Ｗ２が確保されるようにする。After completing the excavation of the wall by one unit of longitude L as described above, as shown in FIG.
It is operated as shown in A) to tension each foot 19 and push the curved rail 11 by the above-mentioned one unit of longitude L in the excavation direction. At this time, the front jack 23 on the excavation side is moved forward to a predetermined length (W2) and separated, so that a space W2 for the excavator 25 and slurry is secured on the front side of the curved rail 10 in the excavation direction. .
ついで曲線レール１１の背後にできた空間にコンクリー
トを打設して地中連続壁の一部を構成する。Concrete is then placed in the space created behind the curved rail 11 to form part of the underground continuous wall.
このとき、上記コンクリートは下側から充拍されていく
ので、これに先行して下側の後側ジャッキ１８から順次
格納して後側ジャッキ１８をフート１っで閉じ、これの
中にコンクリートが浸入しないようにすると共に、これ
のフート１９で閉じられた曲線レール１１の背面がコン
クリート妻型枠として使用される。At this time, the concrete is filled from the bottom, so in advance of this, the rear jacks 18 are sequentially retracted from the bottom, and the rear jacks 18 are closed with the foot 1, and the concrete is poured into the concrete. The back side of the curved rail 11, closed with its foot 19, is used as a concrete gable formwork to prevent infiltration.
上記掘削〜曲線レール１１の移動〜コンクリート打設ま
での一連の作業で、一つの単位経度分の連壁セグメント
を作り、これを繰返して球状の連続した地中壁を構築す
る。この作業を上から見た様子を第２４図に示す。この
図において、Ｂは単位経度分の掘削部の投影形状を示す
。Through a series of operations from the above-mentioned excavation to movement of the curved rail 11 to concrete placement, a continuous wall segment for one unit of longitude is created, and this is repeated to construct a spherical continuous underground wall. Figure 24 shows how this work is viewed from above. In this figure, B indicates the projected shape of the excavated portion for a unit of longitude.
なお上記作業において、満８をモルタルで閉じる工程を
、第１回目の単位経度分の空間と共にコンクリートにて
閉じるようにしてもよい。In the above-mentioned work, the step of closing the space with mortar may be performed by closing with concrete together with the space corresponding to the first unit of longitude.
この場合、曲線レール挿入部を閉じるための型枠が不要
となる。In this case, a formwork for closing the curved rail insertion portion is not required.
また上記動作において、曲線レール１１の背面側にコン
クリートが打設されたときの曲線レール１１の内、外周
面のシールはこの部分に設けたシール部材３０．３０に
て行なわれる。Further, in the above operation, when concrete is placed on the back side of the curved rail 11, the outer peripheral surface of the curved rail 11 is sealed by the sealing members 30 and 30 provided at this portion.
また曲線レール１１の下部のシールは、上記シール部材
３０と同様のチューブ型液圧膨張式のシール部材を備え
た当て板を用い、この当て板を立坑１の内側から隙間に
押し当てシールする。Further, the lower part of the curved rail 11 is sealed by using a caul plate equipped with a tube-type hydraulic expansion seal member similar to the seal member 30 described above, and this caul plate is pressed against the gap from the inside of the shaft 1 for sealing.
本発明の地中空洞築造工法によれば、土庄や水圧に対し
強度的に有利な大規模な球状空洞が築造できる。また口
径の小さな立坑１からすべての施工ができるので、狭い
ところや既設の構造物下での地中空洞を築造することが
できる。According to the underground cavity construction method of the present invention, it is possible to construct a large-scale spherical cavity that is advantageous in terms of strength against soil and water pressure. In addition, since all construction work can be done from the vertical shaft 1 with a small diameter, it is possible to construct underground cavities in narrow spaces or under existing structures.
さらに内部掘削、排土に先行して、球状の完全に締め切
った外周壁を構築するので、都市域の軟弱なところでも
崩壊の危険なしに、大規模な地中空洞を築造することが
できる。Furthermore, since a completely sealed spherical outer wall is constructed prior to internal excavation and soil removal, large-scale underground cavities can be constructed without the risk of collapse, even in weak areas in urban areas.
なお出水があるところでは地下水を汲み上げる必要が生
じるが、本発明工法によれば、上記したように、完全に
締め切った中で円部掘削を行なうので、地下水を移動さ
せないことになり、地下水の汲上げによる地盤沈下を起
こす必要がない。In addition, it is necessary to pump up groundwater in areas where there is flooding, but according to the construction method of the present invention, as mentioned above, the circular excavation is carried out in a completely closed area, so there is no need to move groundwater. There is no need to cause ground subsidence due to elevation.
また上記地中空洞築造工法を実施するための本発明の装
置によれば、外周壁２は立坑１を軸にして曲線レール１
１を回転させてできる回転体形状に掘削できるので、精
度の良い形状寸法の締め切り壁が構築できる。また回転
体であることにより、曲線レール１１の形状を変えるこ
とにより、多少の偏平形状への対応が可能である。さら
に無人化を図って深い深度への適用が可能である。Further, according to the apparatus of the present invention for carrying out the above-mentioned underground cavity construction method, the outer peripheral wall 2 has a curved rail 1 with the vertical shaft 1 as an axis.
Since excavation can be performed in the shape of a rotating body created by rotating 1, a closing wall with a highly accurate shape and size can be constructed. Moreover, since it is a rotating body, by changing the shape of the curved rail 11, it is possible to accommodate a somewhat flattened shape. Furthermore, it is possible to apply it to deep depths by making it unmanned.
図面は本発明の実施例を示すもので、第１図、第２図、
第３図は本発明工法の概念図、第４図は地中連続壁の断
面図である。第５図から第１２図は本発明工法の工程を
説明するもので、第５図は立坑の断面図、第６図は溝切
り工事の作業説明図、第７図は第６図のＡ−Ａ線に沿う
断面図、第８図は立坑と溝の概略的な形状を示す斜視図
、第９図は外周壁工事の作業説明図、第１０図は第９図
のＢ−Ｂ線に沿う断面図、第１１図は空洞内掘削工事の
作業説明図、第１２図は第１１図のＣ−Ｃ線に沿う断面
図である。第１３図から第２０図は本発明装置の構成を
示すもので、第１３図は球状壁掘削機の全体構成及びこ
れの溝内への侵入の仕方を示す説明図、第１４図、第１
５図は球状壁掘削機の構成及び作用を示す側面図、第１
６図は弓形レールの断面図、第１７図は弓形レールの断
面図、第１７図（Ａ）は後側ジャッキの作用説明図、第
１８図から第２０図は球状壁掘削機に掘削機を装備した
状態の側面図、平面図、正面図、第２１図は球状壁掘削
機の曲線レールと溝との関係を示す断面図、第２２図は
掘削要領図、第２３図はレール支保持要領図、第２４図
は掘削要領を示す平面図、第２５図は単位経度分の掘削
代を示す斜視図である。
１は立坑、２は外周壁、８は溝、９は球状壁掘削機、１
１は曲線レール、１１ａは弓形レール、１８は後側ジャ
ッキ、２３は前側ジャッキ、２５は掘削機、３０はシー
ル部材。
第
４
図
第
６
図
第
５
図
第１３図
第１８図
第１９図
２８
第２０図
第２２図
北極
南鴎
第２１図
第２３図
北極
南極
第２５図
第２４図The drawings show embodiments of the present invention, and include Fig. 1, Fig. 2,
FIG. 3 is a conceptual diagram of the construction method of the present invention, and FIG. 4 is a sectional view of an underground continuous wall. Figures 5 to 12 explain the steps of the construction method of the present invention, with Figure 5 being a cross-sectional view of the shaft, Figure 6 being an explanatory diagram of trench cutting work, and Figure 7 being A--A in Figure 6. A cross-sectional view along line A, Figure 8 is a perspective view showing the general shape of the shaft and trench, Figure 9 is an explanatory diagram of the work on the outer peripheral wall, and Figure 10 is along line B-B in Figure 9. A cross-sectional view, FIG. 11 is an explanatory view of the work for excavating the inside of a cavity, and FIG. 12 is a cross-sectional view taken along the line CC in FIG. 11. 13 to 20 show the structure of the device of the present invention, and FIG. 13 is an explanatory diagram showing the overall structure of the spherical wall excavator and how it penetrates into the trench.
Figure 5 is a side view showing the configuration and operation of the spherical wall excavator, No.
Figure 6 is a sectional view of the bow-shaped rail, Figure 17 is a sectional view of the bow-shaped rail, Figure 17 (A) is an explanatory diagram of the operation of the rear jack, and Figures 18 to 20 show how the excavator is attached to the spherical wall excavator. A side view, a plan view, and a front view of the equipped state, Fig. 21 is a sectional view showing the relationship between the curved rail and groove of the spherical wall excavator, Fig. 22 is an excavation procedure diagram, and Fig. 23 is a rail support procedure. 24 is a plan view showing the excavation procedure, and FIG. 25 is a perspective view showing the excavation cost per unit longitude. 1 is a shaft, 2 is an outer peripheral wall, 8 is a groove, 9 is a spherical wall excavator, 1
1 is a curved rail, 11a is an arcuate rail, 18 is a rear jack, 23 is a front jack, 25 is an excavator, and 30 is a seal member. Fig. 4 Fig. 6 Fig. 5 Fig. 13 Fig. 18 Fig. 19 Fig. 28 Fig. 20 Fig. 22 North Pole Southern Seagull Fig. 21 Fig. 23 North Pole South Pole Fig. 25 Fig. 24
Claims (3)
の立坑と連続するコンクリートからなる球状の外周壁２
を構築し、その後、この外周壁２の内側の岩盤を掘削し
、これを上記立坑１より排出して球状の地中空洞を築造
することを特徴とする地中空洞築造工法。(1) Construct a shaft 1 from above ground, and a spherical outer peripheral wall 2 made of concrete that is continuous with the shaft at the bottom of this shaft 1.
, and then excavating the bedrock inside this outer peripheral wall 2 and discharging it from the shaft 1 to construct a spherical underground cavity.
円形状の溝８を放射状に掘削し、この溝８の周面部に、
上下両端部を立坑内に立設した支柱６に連結した曲線状
の球状壁掘削機９を設置し、この球状壁掘削機９にて曲
線溝掘削を行ない、その後、この掘削分だけ前進し、こ
れの背面側の空間内にコンクリートを打設して単位経度
分の外周壁を構築し、以下これを繰返し行なって閉合さ
せて球状の地中連続壁とすることを特徴とする請求項１
記載の地中空洞築造工法。(2) For the spherical outer peripheral wall 2 that is continuous with the shaft 1, semicircular grooves 8 are excavated radially from the shaft 1, and on the circumferential surface of the grooves 8,
A curved spherical wall excavator 9 whose upper and lower ends are connected to pillars 6 erected in the shaft is installed, the spherical wall excavator 9 excavates a curved groove, and then moves forward by the amount of excavation, Claim 1 characterized in that concrete is cast in the space on the back side of this to construct an outer circumferential wall for a unit of longitude, and then this is repeated and closed to form a spherical underground continuous wall.
The underground cavity construction method described.
承される多数の弓形レール１１ａを折り曲げ自在に連結
してなる曲線レール１１と、この曲線レール１１の側面
を走行して曲線レール１１の一側面側を掘削する掘削機
２５と、曲線レール１１の掘削機走行側に設けた前側ジ
ャッキ２３と、曲線レールの背面側に設けた後側ジャッ
キ１８と、、曲線レール１１の円弧方向の内、外周面に
設けたシール部材３０とからなることを特徴とする地中
空洞築造装置。(3) A curved rail 11 formed by bendably connecting a large number of arcuate rails 11a whose both ends are rotatably supported by a support 6 installed in the shaft 1, and a curved rail 11 that runs along the side surface of this curved rail 11. An excavator 25 that excavates one side of the rail 11, a front jack 23 provided on the excavator running side of the curved rail 11, a rear jack 18 provided on the back side of the curved rail, and an arc of the curved rail 11. An underground cavity construction device characterized by comprising a sealing member 30 provided on the inner and outer peripheral surfaces of the direction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1150468A JP2583125B2 (en) | 1989-06-15 | 1989-06-15 | Underground cavity construction method and equipment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1150468A JP2583125B2 (en) | 1989-06-15 | 1989-06-15 | Underground cavity construction method and equipment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0317397A true JPH0317397A (en) | 1991-01-25 |
| JP2583125B2 JP2583125B2 (en) | 1997-02-19 |
Family
ID=15497573
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP1150468A Expired - Fee Related JP2583125B2 (en) | 1989-06-15 | 1989-06-15 | Underground cavity construction method and equipment |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2583125B2 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003531388A (en) * | 2000-04-20 | 2003-10-21 | アリシャヒ、アリ | Equipment for radiation shielding |
| JP2010236284A (en) * | 2009-03-31 | 2010-10-21 | Kumagai Gumi Co Ltd | Vertical shaft and method for forming the same |
| CN105952484A (en) * | 2016-06-29 | 2016-09-21 | 四川大学 | Deep-ground space cabin |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02108798A (en) * | 1988-10-18 | 1990-04-20 | Hazama Gumi Ltd | Underground large scale space structure and building method thereof |
-
1989
- 1989-06-15 JP JP1150468A patent/JP2583125B2/en not_active Expired - Fee Related
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02108798A (en) * | 1988-10-18 | 1990-04-20 | Hazama Gumi Ltd | Underground large scale space structure and building method thereof |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003531388A (en) * | 2000-04-20 | 2003-10-21 | アリシャヒ、アリ | Equipment for radiation shielding |
| JP2010236284A (en) * | 2009-03-31 | 2010-10-21 | Kumagai Gumi Co Ltd | Vertical shaft and method for forming the same |
| CN105952484A (en) * | 2016-06-29 | 2016-09-21 | 四川大学 | Deep-ground space cabin |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2583125B2 (en) | 1997-02-19 |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| LAPS | Cancellation because of no payment of annual fees |