JPH03257298A - Construction method of large-depth large-scale underground space by ground freezing method and ground freezing pipe therefor - Google Patents
Construction method of large-depth large-scale underground space by ground freezing method and ground freezing pipe thereforInfo
- Publication number
- JPH03257298A JPH03257298A JP2054458A JP5445890A JPH03257298A JP H03257298 A JPH03257298 A JP H03257298A JP 2054458 A JP2054458 A JP 2054458A JP 5445890 A JP5445890 A JP 5445890A JP H03257298 A JPH03257298 A JP H03257298A
- Authority
- JP
- Japan
- Prior art keywords
- ground
- underground space
- constructed
- constructing
- freezing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000007710 freezing Methods 0.000 title claims abstract description 83
- 230000008014 freezing Effects 0.000 title claims abstract description 83
- 238000010276 construction Methods 0.000 title claims abstract description 40
- 238000000034 method Methods 0.000 title claims abstract description 37
- 239000003507 refrigerant Substances 0.000 claims abstract description 19
- 230000002093 peripheral effect Effects 0.000 claims abstract description 15
- 238000009412 basement excavation Methods 0.000 claims abstract description 14
- 125000006850 spacer group Chemical group 0.000 claims description 16
- 239000000463 material Substances 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 12
- IJGRMHOSHXDMSA-UHFFFAOYSA-N Atomic nitrogen Chemical compound N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 description 6
- 239000003673 groundwater Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 229910052757 nitrogen Inorganic materials 0.000 description 3
- 239000004567 concrete Substances 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 239000011295 pitch Substances 0.000 description 2
- -1 polyethylene Polymers 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- WURBVZBTWMNKQT-UHFFFAOYSA-N 1-(4-chlorophenoxy)-3,3-dimethyl-1-(1,2,4-triazol-1-yl)butan-2-one Chemical compound C1=NC=NN1C(C(=O)C(C)(C)C)OC1=CC=C(Cl)C=C1 WURBVZBTWMNKQT-UHFFFAOYSA-N 0.000 description 1
- 239000004698 Polyethylene Substances 0.000 description 1
- 239000004743 Polypropylene Substances 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- BZHJMEDXRYGGRV-UHFFFAOYSA-N Vinyl chloride Chemical compound ClC=C BZHJMEDXRYGGRV-UHFFFAOYSA-N 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 235000009508 confectionery Nutrition 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 239000007789 gas Substances 0.000 description 1
- 239000011810 insulating material Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 229920000573 polyethylene Polymers 0.000 description 1
- 229920001155 polypropylene Polymers 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000011382 roller-compacted concrete Substances 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 229920003002 synthetic resin Polymers 0.000 description 1
- 239000000057 synthetic resin Substances 0.000 description 1
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- 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、特に首都圏に多くみられる高圧水下の砂質
土地盤中の大深度に地下大空間を構築するために実施さ
れる地盤凍結法による大深度、大規模地下空間の構築方
法と、この構築方法の実施に使用される大口径で二重管
構造の地盤凍結管に間する。[Detailed Description of the Invention] Industrial Application Field This invention relates to a ground freezing method that is carried out to construct a large underground space at a great depth in sandy ground under high-pressure water, which is often found in the metropolitan area. This paper describes a method for constructing deep, large-scale underground spaces using the method, and a large-diameter, double-pipe structure ground freezing pipe used to implement this construction method.
従来の技術
近年、大都市に於ける土地の絶対量不足とこれに伴う地
価の異常な高騰とに対する抜本的な対策として、既存建
物の下の浅層部地下から所謂５０ｍ以深０大深度地下に
かけて大規模な地下大空間を構築して有効利用する構想
が具体性を高めている。Conventional technology In recent years, as a drastic countermeasure against the absolute shortage of land in large cities and the abnormally high rise in land prices associated with this, construction has been carried out from the shallow underground areas under existing buildings to the so-called deep underground of 50 meters or more. The concept of building and effectively utilizing a large-scale underground space is becoming more concrete.
従来、地下空間を構築する技術としては、開削工法やシ
ールド工法などが一般的に実施されている。Conventionally, techniques for constructing underground spaces generally include open-cut construction methods and shield construction methods.
なお、大深度、大規模地下空間の構築を展望したシール
ド工法の特殊な応用技術として、特開昭６４−４３６９
９号公報に記載された地下空洞の施工法が公知に属する
。この施工法は、地上から立坑を構築し、この立坑の下
端部からシールドマシンを発進させてほぼ垂直な中心軸
をもつ環状又はスパイラル状のシールドトンネルを＊＊
＊し、このシールＦ’ ）ンネルの断面内をコンクリー
トで充填して補強することにより構築された地下外ｗ１
壁置体で囲まれた内側の地盤を掘削して地下大空洞を形
成する内容になっている。In addition, as a special applied technology of the shield construction method with a view to constructing deep and large-scale underground spaces, Japanese Patent Application Laid-Open No. 64-4369
The underground cavity construction method described in Publication No. 9 belongs to the publicly known. In this construction method, a shaft is constructed from the ground, and a shield machine is launched from the bottom end of the shaft to create a ring-shaped or spiral-shaped shield tunnel with a nearly vertical central axis.
*This seal F') The underground outside w1 constructed by filling and reinforcing the cross section of the tunnel with concrete.
The plan involves excavating the ground inside the wall-mounted structure to form a large underground cavity.
従来、液体窒素などを冷媒に使用して地盤を凍結するこ
と、及びそれに使用する地盤凍結管は公知に属する。も
っとも、従来使用されている地盤凍結管の口径は、およ
そ６０〜１１００ｒａ位のものである。2. Description of the Related Art Conventionally, freezing the ground using liquid nitrogen or the like as a refrigerant and ground freezing pipes used therefor are well known. However, the diameter of conventionally used ground freezing pipes is about 60 to 1100 ra.
本発明が解決しようとする課題
従来一般の開削工法の場合は、地上に既存建物があると
、その建物を解体撤去しないがぎり、実施はできない。Problems to be Solved by the Invention In the case of conventional open-cut construction methods, if there is an existing building on the ground, it cannot be implemented unless the building is demolished and removed.
また、地下壁を地上から掘削して構築する工法であるが
故に施工精度の技術的な限界があり、地下の深度が深く
なるにつれて正確な鉛直性を保持し難い。また、地下を
掘削してゆく途中には土砂の崩壊もある、等々の理由に
よりせいぜい地下３０ｍ程度の地下空間を構築する程度
にしか適用は難しい。In addition, since the construction method involves excavating and constructing underground walls from above ground, there are technical limits to construction accuracy, and as the underground depth increases, it becomes difficult to maintain accurate verticality. In addition, it is difficult to apply this method only to the extent of constructing an underground space approximately 30 meters underground due to reasons such as the possibility of landslides during underground excavation.
シールド工法の場合は、都市部の既存＊＊の下にも、そ
して、地下５０ｍ以深０大深度にでもトンネルを構築す
ることは可能である。しかし、現在のシールト工法で構
築可能なトンネルの横断面直径は大きくてもせいぜい１
０数ｍ程度てしかない。したがって、床面積が２０００
ｔ＋Ｉ’以上にも及ぶ大規模地下空間を構築する目的に
はとうてい適用できない。In the case of the shield method, it is possible to construct tunnels under existing tunnels in urban areas, and even at depths of 50 meters or more underground. However, the cross-sectional diameter of tunnels that can be constructed using current seal construction methods is at most 1
It's only about a few meters long. Therefore, the floor area is 2000
It is hardly applicable to the purpose of constructing a large-scale underground space extending beyond t+I'.
上述した特開昭６４−４３６９９号公報に記載された地
下空洞の施工法によれば、大深度、大規模地下空間を構
築する実現性を予感させる内容にはなっている。しかし
、我国において大深度地下空間の潜在的ニーズが最も高
いと判断されるのは、東京を中心とした首部圏である。According to the underground cavity construction method described in the above-mentioned Japanese Patent Application Laid-Open No. 64-43699, the content suggests the feasibility of constructing a deep, large-scale underground space. However, in Japan, the area where the latent need for deep underground space is judged to be the greatest is the Kokubu region centered on Tokyo.
ところが首部圏の大部分は、地下水位が高く、従って大
深度においては地下水圧が非常に高い砂質土地盤である
。However, most of the neck zone is sandy land where the groundwater level is high, and therefore the groundwater pressure is extremely high at great depths.
このような高水圧下の砂質土地盤中に大深度地下空間を
構築しようとすれば、当然、地下水に対する安全対策、
液状化現象などに対する公害防止対策が十分すぎる程に
なされていなければならない。When attempting to construct a deep underground space in sandy ground under such high water pressure, it is natural to take safety measures against groundwater.
Sufficient measures must be taken to prevent pollution from liquefaction and other phenomena.
しかるにこの点に間して前記公知の施工法は何らの技術
的解決策を開示しておらないから、本発明が解決するへ
きｆ！！題になっているのである。However, since the above-mentioned known construction methods do not disclose any technical solution to this point, the present invention provides a solution. ! This is the issue.
次に、本発明のように地盤凍結法を採用し、凍結地盤を
止水兼山止め壁に利用する場合、凍結地盤の層厚はおよ
そ２０ｍ〜３０ｍぐらいが必要と考えられる。このよう
に大規模な地盤の凍結を行なうには、従来の地盤凍結管
の口径では小さすぎる。冷却効果を考慮すると、凍結管
の外表面が周辺地盤とできるだけ多く接触するように接
触面積の大きいこと、つまり大口径であることが必要で
ある。勿論、口径の小さい凍結管でも管相互間の配置ピ
ッチを小さくし、これを多数本施工すれば、地盤の広範
囲な凍結は可能であるが、それては凍結管の施工総延長
距離が長くなり、施工に大変な資材と手間と時間ががか
り、莫大な費用がかがり、経済性と効率が悪い。のみな
らず、このように小口径の地盤凍結管を１００ｍ以上も
の長きにわたり高精度に埋設施工することは現在の技術
では至難であるから、この点も本発明が解決するべき課
題になっている。Next, when the ground freezing method is employed as in the present invention and the frozen ground is used as a water stop and mountain retaining wall, the layer thickness of the frozen ground is considered to be approximately 20 m to 30 m. The diameter of conventional ground freezing pipes is too small to freeze the ground on such a large scale. Considering the cooling effect, it is necessary that the outer surface of the frozen pipe has a large contact area, that is, a large diameter, so that it comes into contact with the surrounding ground as much as possible. Of course, it is possible to freeze a wide area of the ground even with small-diameter freezing pipes by reducing the arrangement pitch between the pipes and constructing a large number of them, but this will require a long total length of freezing pipe construction. , construction requires a large amount of materials, labor, and time, resulting in huge costs and poor economic efficiency and efficiency. Furthermore, it is extremely difficult with current technology to bury such small-diameter underground frozen pipes over a length of 100 m or more with high precision, so this is also an issue to be solved by the present invention. .
ｒｌＭを解決するための手段
第１〜５の発明
上記従来技術の課題を解決するための手段として、この
発明に係る地盤凍結法による大深度、大規模地下空間の
構築方法は、図面に実施例を記載したとおり、
構築するべき大深度地下空間１の要所に同地下空間の天
盤レベルに到達する立坑２・・・を構築し、前記の各立
坑２・・・を発進、到達基地として地下空間１の天盤部
分３の外周輪郭シールドトンネル４を施工し、この外周
輪郭シールドトンネル４を発進、到達基地として天盤部
分３の全面に地１に凍結管５・・・を施工する段階と、
前記立坑２の構築を地下空間１の底盤レベルに達するま
で進め、前記の各立坑２・・・を発進、到達基地として
地下空間１の底盤部分６の外周輪郭シールドトンネル７
を施工し、この外周輪郭シールドトンネル７を発進、到
達基地として底盤部分６の全向に地盤凍結管８・・・を
施工する段階と、構築するべき大深度地下空間１の側壁
部分１０に地盤凍結管９・・・を施工する段階と、前記
の各地盤凍結管５． ８． ９に冷媒を供給して地盤の
凍結を行なう段階と、
前記地盤の凍結後に、凍結地盤３．６．１０で囲まれた
内部の地盤１１を掘削して地下空間１を形成し、同地下
空間ｌの覆工の構築、地下構造体の構築などを行なう段
階と、
から成ることを特徴とする。Means for Solving rlM First to Fifth Inventions As a means for solving the problems of the above-mentioned prior art, a method for constructing a deep, large-scale underground space using a ground freezing method according to the present invention is illustrated in the drawings as an example. As described above, vertical shafts 2... that reach the ceiling level of the deep underground space 1 to be constructed will be constructed at important points, and each of the above-mentioned shafts 2... will be used as a starting and reaching base. A stage of constructing an outer contour shield tunnel 4 of the ceiling portion 3 of the underground space 1, starting from this outer contour shield tunnel 4, and constructing a freezing pipe 5... on the ground 1 over the entire surface of the ceiling portion 3 as a destination base. Then, the construction of the shafts 2 is continued until reaching the bottom level of the underground space 1, and each of the shafts 2... is started, and the outer peripheral contour shield tunnel 7 of the bottom part 6 of the underground space 1 is used as the arrival base.
The outer contour shield tunnel 7 is used as a starting point, and the ground freezing pipes 8 are constructed in all directions of the bottom section 6 as a base. The step of constructing the freezing pipe 9... and the step of constructing each ground freezing pipe 5. 8. A stage of freezing the ground by supplying a refrigerant to the frozen ground 3. The method is characterized by comprising the steps of constructing a lining and constructing an underground structure.
なお、この発明に係る地盤凍結法による大深度、大規模
地下空間の構築方性は、第１に、天盤部分３及び底盤部
分６の外周輪郭シールＦ’ ）ンネル４゜７をそれぞれ
外に膨らむアーチ状に施工し、天盤部分３の地盤凍結管
５は上向きに膨らむアーチ状に施工し、底盤部分６の地
盤凍結管８は下向きに膨らむアーチ状に施工し、側壁部
分１ｏ゛の地盤凍結管９は外に膨らむアーチ状に施工す
ること、第２に、地下空間１の側壁部分１ｏの地盤凍結
管９の施工は、各立坑２の構築とともに上下に等間隔の
作業フロア−１２を構築し、この作業フロア−１２を発
進、到達基地として上下に等間隔の配置で水平方向に地
盤凍結管９を施工する方法（第１図）又は天盤部分３及
び底盤部分６の外周輪郭シールＦ’ ）ンネル４，７を
発進、到達基地として上下方向に地盤凍結管を施工する
方法で行なうこと、
第３に、地盤凍結管５． ８． ９としてはそれぞれ内
外二重構造の管体を使用し、外管１３と内管１４との間
隙部分１５に冷媒を流通させ地盤の凍結を行なうこと、
第４に、地盤凍結後の凍結地盤３．６．１０で囲まれた
内部の地盤１１を掘削して地下空間１１を形成する工程
は、予め地上から天盤掘削レベルに到達する立坑１６を
地下空間１の所要位置に構築し、この立坑１６を通じて
地盤１１の掘削作業を行なうこと、
なともそれぞれ特徴とする。In addition, the method of constructing a deep, large-scale underground space by the ground freezing method according to the present invention is as follows: First, the outer peripheral contour seal F' The ground freezing pipe 5 of the top panel part 3 is constructed in the shape of an arch that swells upward, and the ground freezing pipe 8 of the bottom board part 6 is constructed in the shape of an arch that swells downward. The freezing pipe 9 is constructed in the shape of an arch that expands outward.Secondly, the construction of the ground freezing pipe 9 on the side wall portion 1o of the underground space 1 involves constructing each vertical shaft 2 and creating work floors 12 at equal intervals above and below. A method in which ground freezing pipes 9 are installed in the horizontal direction at equal intervals vertically (Fig. 1), or the outer periphery contour seals of the top plate portion 3 and bottom plate portion 6 are used as a starting point and arrival base from this work floor 12 (Fig. 1). F') Using tunnels 4 and 7 as starting and reaching bases, ground freezing pipes are constructed in the vertical direction; Third, ground freezing pipes 5. 8. 9, a pipe body with an inner and outer double structure is used, and the ground is frozen by flowing a refrigerant into the gap 15 between the outer pipe 13 and the inner pipe 14. Fourthly, the frozen ground 3 after the ground is frozen. .6.10 The step of excavating the ground 11 inside to form the underground space 11 involves constructing in advance a shaft 16 from the ground to the top excavation level at a required position in the underground space 1, and The excavation work of the ground 11 is carried out through 16.
作 用
砂質土地盤でも凍結されると岩盤と同等以上の強度、剛
性を発現し、かつ完全な止水生を発揮する。従って、凍
結地盤３．６．１０で囲まれた内部は、云わば強大な止
水兼山止め壁の般で囲まれた状態であり、地山の崩壊、
地下水の滲出の心配がなく、安全で効率的な掘削作業が
できる。Function Even when sandy ground is frozen, it develops strength and rigidity equal to or greater than rock, and exhibits complete water-tightness. Therefore, the interior surrounded by the frozen ground 3.6.10 is in a state of being surrounded by a powerful water-stopping and mountain-stopping wall, and the collapse of the ground,
There is no need to worry about underground water seepage, allowing for safe and efficient excavation work.
内部の地盤１１を掘削しでてきる地下空間１は、覆工が
でき、さらに同覆工を内側から支持する切梁兼用の地下
構造体ができることによって内側からの止水、山止めが
構築されるので、その後は地盤の凍結が解除されても何
ら支障はない。The underground space 1 that emerges by excavating the internal ground 11 can be lined with a lining, and an underground structure that also serves as a sill to support the lining from the inside is constructed, thereby making it possible to stop water from the inside and prevent the pile from building up. Therefore, there will be no problem even if the ground is unfrozen afterwards.
第６，７の発明
本発明はまた、上記構築方法の発明を実施するための地
盤凍結管５． ８． ９として、広範囲な地盤の凍結に
必要十分に大きい外径で伝熱性の良い材質の外管１３の
中に、冷媒の流量を制約するのに必要な大きさの外径を
もつ内管１４をスペーサー１７を介してほぼ同心配置に
組み合わせ、外管１３と内管１４の間隙断面１５に冷媒
を流通させる構成としたことを特徴とする。Sixth and Seventh Inventions The present invention also provides a ground freezing pipe for carrying out the invention of the construction method described above. 8. 9, an inner tube 14 having an outer diameter large enough to restrict the flow rate of the refrigerant is inserted into an outer tube 13 made of a material with good heat conductivity and an outer diameter large enough to freeze a wide range of ground. They are combined in a substantially concentric arrangement via a spacer 17, and the refrigerant is configured to flow through the gap cross section 15 between the outer tube 13 and the inner tube 14.
また、本発明のスペーサー１７は、内管１３を外管１４
の内面に対して半径方向に支持する放射状配置で内管１
４の外周面に取り付けている。Further, the spacer 17 of the present invention has the inner tube 13 connected to the outer tube 14.
Inner tube 1 in a radial arrangement supporting radially against the inner surface of
It is attached to the outer peripheral surface of 4.
該スペーサー１７は先端に回転自在なローラー１７ａを
有し、かつ弾力的な可撓部１７ｂを有する構成としたこ
とも特徴とする。The spacer 17 is also characterized in that it has a rotatable roller 17a at its tip and an elastic flexible portion 17b.
作 用
十分に大きい外径の外管１３を通してその外周地盤に冷
飴が送られるので、広範囲領域の地盤凍結が急速に効率
よく行なわれ、大深度、大規模地下空間１の止水、山止
めに必要十分に厚い層の凍結地盤３，６．１０ができる
。Function: Since the cold candy is sent to the surrounding ground through the outer pipe 13 with a sufficiently large outer diameter, the ground is rapidly and efficiently frozen over a wide area, and water stops and piles are stopped in large-scale underground spaces 1 at great depths. A sufficiently thick layer of frozen ground 3, 6.10 is created.
外管１３の内径に対する内管１４の外径を大きくするこ
とによって外管１３との間隙断面（流路面積）１５を可
及的に小さくてき、この間隙断面１５に流通される冷媒
の流量を少なくでき、ひいては冷媒ポンプの容量やその
配管系統の径を小ざくでき、あるいは使用電力量の節約
が図れる。By increasing the outer diameter of the inner tube 14 relative to the inner diameter of the outer tube 13, the gap cross section (flow path area) 15 with the outer tube 13 can be made as small as possible, and the flow rate of the refrigerant flowing through the gap cross section 15 can be reduced. In turn, the capacity of the refrigerant pump and the diameter of its piping system can be reduced, or the amount of electricity used can be saved.
先端にローラー１７ａを持ち、かつ可撓部１７ｂを有す
る棒状のスペーサー１７によって内管１４を外管１３と
同心配置に保持せしめるので、スペーサー１７が冷媒の
流れにさしたる障害とはならず、流れ抵抗も小さい、ま
た、先に外管１３を推進工法で施工したのちに、内管１
４を外管１３の中へ順次に挿入するやり方で、二重管構
造の地盤凍結管５． ８． ９の施工が楽にてきる。ス
ペーサー１７は可撓部１７ｂを有するので、地盤凍結管
５． ８． ９がアーチ状に施工されている場合、及び
外径１３と内径１４との径にバラツキがあるような場合
でも、内管１４を外管１３のアーチに倣って挿入する作
業も円滑にてきる。Since the inner tube 14 is held concentrically with the outer tube 13 by the rod-shaped spacer 17 having a roller 17a at the tip and a flexible portion 17b, the spacer 17 does not pose much of an obstacle to the flow of the refrigerant and reduces flow resistance. Also, after constructing the outer pipe 13 using the propulsion method, the inner pipe 1
4 into the outer tube 13 one after another. 8. 9 construction becomes easy. Since the spacer 17 has a flexible portion 17b, the ground freezing pipe 5. 8. Even if the tube 9 is constructed in an arch shape or there is variation in the diameters of the outer diameter 13 and the inner diameter 14, the work of inserting the inner tube 14 following the arch of the outer tube 13 can be done smoothly. .
実 施 例 次に、図示した本発明の詳細な説明する。Example The illustrated invention will now be described in detail.
第１図と第２図は、本発明の地盤凍結法による構築方法
により、地下約１００ｍの大深度に、床面積が２０００
〜５０００ｔ／の大規模地下空間を構築する場合の施工
要領図を示している。その第１ステツプは、構築するべ
き大深度地下空間１の要所要所の位置に、地上から同地
下空間ｌの天盤レベルに到達する立坑２・・・を構築す
る。図示例の地下大空間ｌの平面形状はおよそ四辺形状
（第２図）なので、立坑２は四辺形の四隅位置に１本ず
つ合計４本構築されている。さらに四辺形のほぼ中央部
位にもう１本の立坑１６が、後の地盤掘削用のために構
築されている。これらの立坑２と１６は、それぞれ内径
が１０ｍ位の大きさのものとして、とりあえず地下７０
〜１１０ｍの深さまで構築されている。Figures 1 and 2 show that the construction method using the ground freezing method of the present invention has been used to construct a building with a floor area of 2,000 meters at a deep depth of about 100 meters underground.
This figure shows a construction procedure diagram for constructing a large-scale underground space of ~5000 tons. The first step is to construct vertical shafts 2 that reach from the ground to the ceiling level of the deep underground space 1 at key points in the deep underground space 1 to be constructed. Since the planar shape of the illustrated large underground space l is approximately quadrilateral (FIG. 2), a total of four shafts 2 are constructed, one at each corner of the quadrilateral. Furthermore, another vertical shaft 16 is constructed approximately in the center of the quadrilateral for later ground excavation. These shafts 2 and 16 are assumed to have an inner diameter of approximately 10 m, and are located 70 m underground for the time being.
Constructed to a depth of ~110m.
第２のステップは、前記四隅の各立坑２・・・の下端を
地下空間１の天盤掘削レベルとした上で、立坑２を発進
、到達基地として地下空間１の天盤部分３の外周輪郭シ
ールＦ’ ）ンネル４を施工する。The second step is to set the lower end of each shaft 2 at the four corners to the level of the top excavation level of the underground space 1, then start from the shaft 2, and use the shaft 2 as a base to reach the outer peripheral contour of the top part 3 of the underground space 1. Install seal F') channel 4.
この外周輪郭シールドトンネル４は、内径を６〜８ｍ位
の大きさとし、しかも外に膨らむアーチ状に施工して出
止め効果の大きい構成とされている。This outer circumferential profile shield tunnel 4 has an inner diameter of about 6 to 8 m, and is constructed in an arch shape that swells outward to have a large blocking effect.
このように立坑２を外周輪郭シールドの発進、到達基地
として使用する間係上、各立坑２には第２図のように主
に内向きの配置で数本の防護用凍結管１８・・・を施工
し凍結領域を形成し、もって補強された発進、到達防護
とされている。In this way, while the shaft 2 is used as a launch and arrival base for the outer circumferential contour shield, each shaft 2 has several protective freezing pipes 18 arranged mainly inward as shown in Fig. 2. This is said to create a frozen area and provide reinforced starting and reaching protection.
次に、前記の外周輪郭シールＦ’ ）ンネル４を発進、
到達基地として天盤部分３の全面に地盤凍結管５・・・
を施工する。地盤凍結管５は、平面形状が四辺形の天盤
部分３の全面に、第２図に示したように、縦、横それぞ
れ等ピッチの網目状配置とし、かつ山止め効果が大きい
ように上向きに膨らむアーチ状（第１図）に施工されて
いる。Next, the outer peripheral contour seal F') starts the tunnel 4,
A ground freezing pipe 5 is placed on the entire surface of the ceiling portion 3 as a base to reach.
construction. As shown in Fig. 2, the ground freezing pipes 5 are arranged in a mesh pattern with equal pitches both vertically and horizontally on the entire surface of the top plate part 3, which has a quadrilateral planar shape, and are oriented upwards to have a large heap-stopping effect. It is constructed in the shape of an arch (Fig. 1) that swells out.
この地盤凍結管５（以下に述べる各段階の地盤凍結管８
．９も同し）には、大口径の二重管が使用されている。This ground freezing pipe 5 (ground freezing pipe 8 at each stage described below)
．． 9), a large diameter double pipe is used.
それは第４図と第５１！Ｉに示したように、地盤の広範
囲な凍結に必要十分な大きざの外径（およそ３００ｍｍ
とか５００ｍｍあるいは１０００ｍｍ位）で伝熱性の良
いｉ＆鷹材質（主に鋼管又はガス管なと）の外管１３の
中に、冷媒の流量を例えば従来施工されている外径が６
０〜１００ｍｍ位の小口径凍結管に実施されている程度
の流量に制限するのに必要な大きさの外径をもつ内管１
４をスペーサー１７を介してほぼ同心配置に組み合わせ
、外管１３と内管１４の間隙断面１５に液体窒素の如き
冷媒を流通させる構成とされている。内管１４の材質は
、冷熱損失を防ぐためにも伝熱性はむしろ必要としない
ので、主に塩化ビニール、ポリエチレン、ポリプロピレ
ンのような合成樹脂管が好適に使用されている。スペー
サー１７は、内管１３を外管１４の内面に対して半径方
向に支持する放飼状配置で内管１４の外周面に取り付け
られている。該スペーサー１７は先端に回転自在なロー
ラー１７ａを有し、基部にはコイルスプリング構造の弾
力的な可撓部１７ｂを有する棒状の構成とされている。That's Figure 4 and Figure 51! As shown in I, the outer diameter is large enough to freeze a wide range of ground (about 300 mm).
500mm or 1000mm) and is made of a material with good heat transfer properties (mainly steel pipes or gas pipes).
Inner tube 1 with an outer diameter of the size necessary to limit the flow rate to the level used in small-diameter freezing tubes of about 0 to 100 mm.
4 are combined in a substantially concentric arrangement via a spacer 17, and a refrigerant such as liquid nitrogen is allowed to flow through the gap cross section 15 between the outer tube 13 and the inner tube 14. Since the material of the inner tube 14 does not require heat conductivity in order to prevent cold heat loss, synthetic resin tubes such as vinyl chloride, polyethylene, and polypropylene are preferably used. The spacer 17 is attached to the outer circumferential surface of the inner tube 14 in a loose arrangement that supports the inner tube 13 radially against the inner surface of the outer tube 14 . The spacer 17 has a rod-like structure having a rotatable roller 17a at its tip and an elastic flexible portion 17b having a coil spring structure at its base.
こうした大口径の地盤凍結管５を地盤中に設置する施工
法としては、現在−船釣に実施されている推進工法の適
用が可能である。まず外管１３を先端カッターに続くパ
イロットチューブ（推進管）に使用してこれを地盤中に
推進させる。このとき地盤凍結管５を上向きに膨らむア
ーチ状（第１図参＠）に施工する場合には、既に曲線管
推進工法（弧状推進工法〉として公知であり国内にも既
にいくつかの施工実績のある通称ＰＬＡＤ工法の採用に
よって容易に実施できる。かくして施工された外管１３
（推進管）を外側ガイドとして、次には外管１３の中に
内管１４を順次に挿入してゆく。As a construction method for installing such a large-diameter ground freezing pipe 5 in the ground, it is possible to apply the propulsion construction method currently implemented for boat fishing. First, the outer tube 13 is used as a pilot tube (propulsion tube) following the tip cutter to propel it into the ground. At this time, when constructing the ground freezing pipe 5 in an arch shape that expands upward (see Fig. 1), it is already known as the curved pipe propulsion method (arc-shaped propulsion method), and there are already some construction results in Japan. This can be easily carried out by adopting a certain common name PLAD construction method.The outer pipe 13 constructed in this way
(propulsion tube) as an outer guide, then the inner tube 14 is sequentially inserted into the outer tube 13.
この挿入の際、スペーサー１７の先端のローラー１７ａ
が挿入作業を容易ならしめる。と同時に、同スペーサー
１７の基部の可撓部１７ｂは、内管１４と外管１３との
偏心や直径の誤差などの吸収、そして、アーチ状に曲が
った外管１３に倣わせておよそ同心配置に内管】４を挿
入することを容易ならしめる。なお、内管１４の先端は
モルタルなとて密閉し、ざらに内管１４の中空部はその
まま放置する場合の他、その内部に断熱材を充填するこ
とも行なう、こうして施工された天盤部分３の地盤凍結
管５・・・の配置状態を第３図に示した。During this insertion, the roller 17a at the tip of the spacer 17
This makes the insertion process easier. At the same time, the flexible portion 17b at the base of the spacer 17 absorbs eccentricity and diameter errors between the inner tube 14 and the outer tube 13, and is arranged approximately concentrically to follow the arched outer tube 13. This makes it easy to insert the inner tube [4] into the inner tube. In addition, the tip of the inner tube 14 is sealed with mortar, and the hollow part of the inner tube 14 is left as is, or the inside is filled with a heat insulating material. Figure 3 shows the arrangement of the ground freezing pipes 5 in No. 3.
上述のように施工された大口径の外管１３と内管１４と
の間隙断面１５に液体窒素などの冷媒を流通循環させそ
の外周地盤に冷熱が送られる結果、後の地下大空間１の
敲削等に必要な止水兼小止め壁として必要十分に広範囲
領域の地盤凍結が急速に効率よく行なわれ、必要十分に
厚い層の天盤部分（凍結地盤）３ができる。しかもこの
凍結地盤３は、上向きに膨らむアーチ状に施工された地
盤凍結管５に倣って上向きに膨らむアーチ状に形成され
ている（第１１！Ｉ）ので、高水圧下の大深度地盤を支
える山止め壁としての耐力性に優れる。また、内管１４
の外径を十分に大きくすることによって外管１３との間
隙断面１５を可及的に小さくでき、この間隙断面１５に
流通される冷媒の流量を現在小口径の凍結管で実施され
ている程度に少なくできるから、ひいては冷媒ポンプの
容量やその配管系統の径を小さくして現行の［ｉをその
まま適用可能であり、使用電力量の大幅な低減も達成で
きる。先端にローラー１７ａを持ち、かつ可撓部１７ｂ
を有する棒状のスペーサー１７が冷媒の流れにさしたる
障害とはならず、流れ抵抗も小さい。A refrigerant such as liquid nitrogen is circulated through the gap cross section 15 between the large-diameter outer pipe 13 and the inner pipe 14 constructed as described above, and cold energy is sent to the surrounding ground, resulting in the formation of the large underground space 1 later. The ground is rapidly and efficiently frozen in a sufficiently wide area to serve as a water stop and small retaining wall necessary for excavation, etc., and a sufficiently thick layer of the top plate (frozen ground) 3 is formed. Moreover, this frozen ground 3 is formed in an arch shape that swells upward, imitating the ground freezing pipe 5 constructed in the shape of an arch that swells upward (No. 11! I), so it supports the deep ground under high water pressure. Excellent strength as a retaining wall. In addition, the inner pipe 14
By making the outer diameter sufficiently large, the gap cross section 15 with the outer tube 13 can be made as small as possible, and the flow rate of the refrigerant flowing through the gap cross section 15 can be reduced to the level currently achieved with small-diameter freezing tubes. Therefore, the capacity of the refrigerant pump and the diameter of its piping system can be reduced, and the current [i] can be applied as is, and a significant reduction in power consumption can be achieved. It has a roller 17a at its tip and a flexible part 17b.
The rod-shaped spacer 17 having a shape does not pose a significant obstacle to the flow of the refrigerant, and the flow resistance is small.
次なるステップでは、構築するべき大深度地下空間１の
四周の側壁部分１０に地盤凍結管９・・・を施工する。In the next step, ground freezing pipes 9 are constructed on the four side wall portions 10 of the deep underground space 1 to be constructed.
そのために再び立坑２の掘進と構築を進める。この立坑
２の構築の際、上下に数ｍおき又は数１０ｍおきの等間
隔て、凍結管施工用の基地となる作業フロア−１２を構
築する。作業フロア−１２は、セグメントに作り付ける
方法又は回巻コンクリートにする方法なとて構築される
。こうした立坑２内の各段の作業フロア−１２を発進、
到達基地として、水平方向に地盤凍結管９・・・の施工
が行なわれる。この地盤凍結管９も上述した二重管構造
であり、推進工法によって施工される。To this end, the excavation and construction of Shaft 2 will proceed again. When constructing the vertical shaft 2, work floors 12, which serve as bases for constructing frozen pipes, are constructed at equal intervals of several meters or several tens of meters vertically. The work floor 12 is constructed by either built-in segments or rolled concrete. Starting from each stage of the work floor 12 in the shaft 2,
As the arrival base, ground freezing pipes 9 are constructed in the horizontal direction. This ground freezing pipe 9 also has the above-mentioned double pipe structure, and is constructed by the thrust construction method.
しかも平面方向にみた地盤凍結管９の施工形状は、第２
図の外周輪郭シールドトンネル４と同様に外に膨らむア
ーチ状に施工し、もって側壁部分１０の凍結地盤が山止
め壁の機能に優れたものとされる。Moreover, the construction shape of the ground freezing pipe 9 when viewed in the plane direction is
It is constructed in an arch shape that swells outward in the same way as the outer peripheral profile shield tunnel 4 shown in the figure, so that the frozen ground of the side wall portion 10 has an excellent function as a retaining wall.
かくして立坑２の掘削と構築が地下空間ｌの底盤レベル
に達すると、次のステップとして、上記天盤部分３と同
様に、まず前記の各立坑２・・・を発進、到達基地とし
て地下空間１の底盤部分６の外周輪郭シールドトンネル
７を水平方向に施工する。In this way, when the excavation and construction of the shaft 2 reaches the bottom level of the underground space 1, the next step is to start each of the shafts 2, as in the case of the ceiling part 3, and reach the underground space 1 as a base. The outer contour shield tunnel 7 of the bottom plate part 6 is constructed in the horizontal direction.
この外周輪郭シールドトンネル７もやはり外に膨らむア
ーチ状に施工される（第２図参照）。つづいて外周輪郭
シールＦ’ ）ンネル７を発進、到達基地として底盤部
分６の全面に地盤凍結管８・・・が施工される。勿論、
この地盤凍結管８も上述した大口径の二重管であり、推
進工法によって下向きに膨らむアーチ状（第１図）に施
工される。This outer peripheral profile shield tunnel 7 is also constructed in an arch shape that bulges outward (see FIG. 2). Next, the outer peripheral contour seal F') starts from the tunnel 7, and a ground freezing pipe 8 is constructed on the entire surface of the bottom plate portion 6 as a destination base. Of course,
This ground freezing pipe 8 is also the large-diameter double pipe described above, and is constructed in the shape of an arch (Fig. 1) that swells downward by the propulsion construction method.
以上のようにして施工された各地盤凍結管５゜８．９に
冷媒を供給循環せしめ地盤の凍結処理を行なうと、地盤
の凍結後には、厚さにして２０ｍ乃至３０ｍで岩盤とほ
ぼ同等な強度、剛性を持つ凍結地盤３．６．１０が形成
される。この凍結地盤３． ６． １０で囲まれた内部
は、云わば強大な殻の中に相当し、地盤の崩壊や地下水
の大量出水の心配がない良い環境となる。そこで内部の
地盤１１を掘削して地下空間１を形成し、同地下空間１
の覆工の構築、地下構造体の構築なとを行なうことにな
る。同地盤１１の掘削や覆工の構築、地下構造体の構築
などは、上記したように予め地下空間１の天盤掘削レベ
ルに達する深さに地上から構築しておいた立坑１６を例
えば作業員の出入り、厘削土の排出、機械や資材類の出
し入れに利用して行なわれる。When the ground is frozen by supplying and circulating refrigerant to each ground freezing pipe 5°8.9 constructed as described above, after the ground is frozen, the thickness will be 20 to 30 m, almost the same as that of bedrock. Frozen ground 3.6.10 with strength and rigidity is formed. This frozen ground 3. 6. The interior surrounded by 10 corresponds to a mighty shell, and provides a good environment with no worries about ground collapse or large amounts of underground water flowing out. Therefore, the internal ground 11 is excavated to form underground space 1, and the underground space 1 is
Construction of underground lining and underground structures will be carried out. Excavation of the ground 11, construction of a lining, construction of an underground structure, etc. are carried out by, for example, a worker using the vertical shaft 16, which has been constructed from the ground to a depth that reaches the level of the ceiling excavation of the underground space 1, as described above. It is used for loading and unloading machinery, discharging excavated soil, and loading and unloading machinery and materials.
なお、地下空間１の側壁部分１０の地盤凍結管９の施工
方法としては、上述した水平方向の地盤凍結管９を施工
する方法の他に、天盤部分３及び底盤部分６の外周輪郭
シールＦ’ ）ンネル４，７を上下の発進、到達基地と
して、上下方向に地盤凍結管を施工する方法て行なうこ
ともてきる。この場合の地盤凍結管はやはり二重管であ
り、外周輪郭シールＦ’ ）ンネル４，７の軸線方向に
例えば数ｍ乃至数１０ｍの等間隔の配置とし、かつ外に
膨らむアーチ状に施工される。In addition to the above-mentioned method of constructing the ground freezing pipe 9 in the horizontal direction, methods for constructing the ground freezing pipe 9 on the side wall portion 10 of the underground space 1 include the outer circumferential contour seal F of the top panel portion 3 and the bottom panel portion 6. ) It is also possible to construct ground freezing pipes in the vertical direction using channels 4 and 7 as the upper and lower starting and reaching bases. The ground freezing pipe in this case is also a double pipe, and the outer peripheral contour seal F') is arranged at equal intervals of several meters to several tens of meters in the axial direction of the channels 4 and 7, and is constructed in an arch shape that bulges outward. Ru.
本発明が奏する効果
以上に実施例と併せて詳述したとおりてあって、この発
明に係る地盤凍結法による大深度、大規模地下空間の構
築方法によれば、岩盤と同等以上の強度、剛性を発現し
、かつ完全な正水生を発揮する凍結地盤３．６．１０を
形成して強大な止水兼小止め壁の殻で囲まれた内部の地
盤１１を掘削して地下空間１を構築するから、たとえ首
都圏に多くみられる高圧水下の砂質土地盤中の大深度で
あろうとも、地山の崩壊や地下水の大量出水の心配がな
い、安全て効率的な構築、庭前作業ができる。As described in detail in conjunction with the embodiments, the effects of the present invention are as follows. According to the method of constructing a deep, large-scale underground space using the ground freezing method according to the present invention, the strength and rigidity are equal to or higher than that of bedrock. Underground space 1 is constructed by forming frozen ground 3.6.10 that expresses water and exhibits perfect aquatic properties, and excavating the internal ground 11 surrounded by a shell of a strong water-stopping and small wall. Therefore, even if you are deep in sandy soil under high-pressure water, which is often found in the Tokyo metropolitan area, there is no need to worry about the collapse of the ground or large amounts of groundwater leakage, and you can build a garden in front of your garden safely and efficiently. I can work.
また、本発明に係る地盤凍結管は、地盤の広範囲な凍結
処理に適する程度に大口径であり、それていて冷媒の流
通量は既存設備程度に少なくできるので、地盤凍結法に
よる上記の構築方法の実施における特に凍結処理の経済
的、効率的な実施に寄与し、工期の短縮にも貢献する。In addition, the ground freezing pipe according to the present invention has a diameter large enough to be suitable for freezing a wide range of ground, and the flow rate of refrigerant can be reduced to the same level as existing equipment. This contributes to the economical and efficient implementation of freeze processing in particular, and also contributes to shortening the construction period.
１・・・地下空間 ３・・・天盤部分 ４．７・・・外周輪郭シールド ５、 ８． ９・・・地盤凍結管 １０・・・側壁部分 １２・・・作業フロア− １４・・・内管 １６・・・立坑 １７ｂ・・・可撓部 ２・・・立坑 トンネル ６・・・底盤部分 １１・・・内部の地盤 】３・・・外管 １５・・・間隙部分 １７ａ・・・ローラー1... Underground space 3...Top part 4.7...Outer contour shield 5, 8. 9...Ground freezing pipe 10... Side wall part 12...Work floor- 14...Inner tube 16...Shaft 17b...Flexible part 2...Shaft tunnel 6...Bottom part 11...Internal ground 】３・・・Outer tube 15... Gap part 17a... roller
第１１！！ｌと第２図はこの発明に係る大深度、大規模
地下空間の構築方法の実施概況を示した立面図と平面図
、第３図は第２図のｍ−■線に沿って切断し地盤凍結管
の施工配置を示した断面図、第４図と第５図は地盤凍結
管を示した斜視図と正面図、第６１１！Ｉはスペーサ一
部分の構造詳細を示した拡大図である。11th! ! 1 and 2 are elevational and plan views showing the general state of implementation of the method for constructing deep, large-scale underground spaces according to the present invention, and FIG. 3 is a cut along the line m-■ in FIG. A sectional view showing the construction arrangement of the ground freezing pipe, Figures 4 and 5 are a perspective view and a front view showing the ground freezing pipe, and Figure 611! I is an enlarged view showing structural details of a portion of the spacer.
Claims (1)
地下空間の天盤レベルに到達する立坑を構築し、前記の
各立坑を発進、到達基地として地下空間の天盤部分の外
周輪郭シールドトンネルを施工し、この外周輪郭シール
ドトンネルを発進、到達基地として天盤部分の全面に地
盤凍結管を施工する段階と、 前記立坑の構築を地下空間の底盤レベルに達するまで進
め、前記の各立坑を発進、到達基地として地下空間の底
盤部分の外周輪郭シールドトンネルを施工し、この外周
輪郭シールドトンネルを発進、到達基地として底盤部分
の全面に地盤凍結管を施工する段階と、 構築するべき大深度地下空間の側壁部分に地盤凍結管を
施工する段階と、 前記の各地盤凍結管に冷媒を供給して地盤の凍結を行な
う段階と、 前記地盤の凍結後に、凍結地盤で囲まれた内部の地盤を
掘削して地下空間を形成し、同地下空間の覆工の構築、
地下構造体の構築などを行なう段階と、 から成ることを特徴とする地盤凍結法による大深度、大
規模地下空間の構築方法。 【２】天盤部分及び底盤部分の外周輪郭シールドトンネ
ルは夫々外に膨らむアーチ状に施工し、天盤部分の地盤
凍結管は上向きに膨らむアーチ状に施工し、底盤部分の
地盤凍結管は下向きに膨らむアーチ状に施工し、側壁部
分の地盤凍結管は外に膨らむアーチ状に施工することを
特徴とする特許請求の範囲第１項に記載した地盤凍結法
による大深度、大規模地下空間の構築方法。 【３】地下空間の側壁部分の地盤凍結管の施工は、各立
坑の構築とともに上下に等間隔の作業フロアーを構築し
、この作業フロアーを発進、到達基地として上下に等間
隔の配置で水平方向に地盤凍結管を施工する方法又は天
盤部分及び底盤部分の外周輪郭シールドトンネルを発進
、到達基地として上下方向に地盤凍結管を施工する方法
で行なうことを特徴とする特許請求の範囲第１項又は第
２項に記載した地盤凍結法による大深度、大規模地下空
間の構築方法。 【４】地盤凍結管はそれぞれ内外二重構造の管体とし、
外管と内管との間隙部分に冷媒を流通させて地盤の凍結
を行なうことを特徴とする特許請求の範囲第１項又は第
２項又は第３項に記載した地盤凍結法による大深度、大
規模地下空間の構築方法。 【５】地盤凍結後に凍結地盤で囲まれた内部の地盤を掘
削して地下空間を形成する工程は、予め地上から天盤掘
削レベルに到達する立坑を地下空間の所要位置に構築し
、この立坑を通じて地盤の掘削作業を行なうことを特徴
とする特許請求の範囲第１項に記載した地盤凍結法によ
る大深度、大規模地下空間の構築方法。 【６】地盤の凍結に必要十分に大きい外径で伝熱性の良
い材質の外管の中に、所要外径の内管がスペーサーを介
してほぼ同心配置に組み合わされており、外管と内管の
間隙断面に冷媒が流通される構成であることを特徴とす
る地盤凍結管。 【７】スペーサーは、内管を外管の内面に対して半径方
向に支持する配置で内管の外周面に取り付けられており
、該スペーサーは先端に回転自在なローラーを有し、か
つ弾力的な可撓部を有する棒状の構成であることを特徴
とする特許請求の範囲第６項に記載した地盤凍結管。[Scope of Claims] [1] Construct shafts that reach the ceiling level of the deep underground space from the ground at important points in the deep underground space to be constructed, and use each of the shafts as starting and reaching bases for the underground space. The steps include constructing a shield tunnel with the outer contour of the ceiling area, starting from this shield tunnel with the outer contour, and constructing a ground freezing pipe on the entire surface of the ceiling area as a base for reaching, and constructing the vertical shaft to reach the bottom level of the underground space. Proceed to the stage where each of the above-mentioned vertical shafts is started, an outer contour shield tunnel is constructed in the bottom part of the underground space as the arrival base, and a ground freezing pipe is constructed on the entire bottom part of the bottom part as the arrival base by starting from this outer peripheral contour shield tunnel. A stage of constructing ground freezing pipes on the side walls of the deep underground space to be constructed; A stage of supplying refrigerant to each ground freezing pipe to freeze the ground; After freezing the ground, freezing the ground. excavate the ground inside the area to form an underground space, construct a lining for the underground space,
A method for constructing a deep, large-scale underground space using a ground freezing method, characterized by comprising the steps of constructing an underground structure, etc. [2] Outer contours of the top and bottom sections The shield tunnels are constructed in an arch shape that expands outward, the ground freezing pipe in the top panel is constructed in an arch shape that expands upward, and the ground freezing pipe in the bottom part is directed downward. The ground freezing method described in claim 1 is characterized in that the ground freezing pipe in the side wall portion is constructed in an arch shape that swells outward. Construction method. [3] Construction of ground freezing pipes on the side walls of the underground space involves constructing each shaft as well as constructing a work floor equally spaced vertically.This work floor is used as a starting point and a base for reaching horizontally at equal intervals vertically. Claim 1, characterized in that this is carried out by a method of constructing a ground freezing pipe in the vertical direction, or by a method of constructing a ground freezing pipe in the vertical direction as a base for starting and reaching a shield tunnel with the outer circumference of the top and bottom parts. Or a method of constructing a deep, large-scale underground space using the ground freezing method described in Section 2. [4] Each ground freezing pipe has a double structure inside and outside,
deep freezing by the ground freezing method described in claim 1, 2, or 3, characterized in that the ground is frozen by flowing a refrigerant through the gap between the outer pipe and the inner pipe; How to construct a large-scale underground space. [5] The process of forming an underground space by excavating the internal ground surrounded by frozen ground after the ground is frozen is to build a shaft in advance from the ground to reach the ceiling excavation level at the required position in the underground space, and A method for constructing a deep, large-scale underground space by the ground freezing method as set forth in claim 1, characterized in that excavation work is carried out through the ground. [6] An inner tube with the required outer diameter is assembled almost concentrically through a spacer into an outer tube made of a material with good heat conductivity and an outer diameter large enough to freeze the ground. A ground freezing pipe characterized by having a configuration in which a refrigerant flows through a cross section of a gap in the pipe. [7] The spacer is attached to the outer peripheral surface of the inner tube in such a way that it supports the inner tube in the radial direction against the inner surface of the outer tube, and the spacer has a rotatable roller at the tip and is elastic. 7. The ground freezing pipe according to claim 6, wherein the ground freezing pipe has a rod-like structure having a flexible portion.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2054458A JP2869569B2 (en) | 1990-03-06 | 1990-03-06 | Construction method of large depth, large scale underground space by ground freezing method and ground freezing pipe |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2054458A JP2869569B2 (en) | 1990-03-06 | 1990-03-06 | Construction method of large depth, large scale underground space by ground freezing method and ground freezing pipe |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH03257298A true JPH03257298A (en) | 1991-11-15 |
| JP2869569B2 JP2869569B2 (en) | 1999-03-10 |
Family
ID=12971233
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2054458A Expired - Fee Related JP2869569B2 (en) | 1990-03-06 | 1990-03-06 | Construction method of large depth, large scale underground space by ground freezing method and ground freezing pipe |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2869569B2 (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100826573B1 (en) * | 2007-04-09 | 2008-04-30 | 김상록 | The construction process of temporary installation for land-side protection wall using freeing method |
| JP2011169057A (en) * | 2010-02-19 | 2011-09-01 | Kajima Corp | Method of constructing vertical shaft |
| CN106759413A (en) * | 2016-12-20 | 2017-05-31 | 中国十七冶集团有限公司 | A kind of push pipe freezing system and its construction method |
| CN106968259A (en) * | 2017-06-01 | 2017-07-21 | 张强 | A kind of underground three-dimensional garage crater wall structure frozen construction method |
| CN107023031A (en) * | 2015-04-24 | 2017-08-08 | 苏州鱼得水电气科技有限公司 | A kind of freeze proof retaining wall of hydraulic engineering |
| CN108442416A (en) * | 2018-06-20 | 2018-08-24 | 北京城建集团有限责任公司 | A kind of pilot tunnel upright side walls level that extends out being used for 8 pilot tunnel PBA engineering methods makes bottom basin shape and freezes sealing engineering method |
| CN108457307A (en) * | 2018-06-20 | 2018-08-28 | 北京城建集团有限责任公司 | A kind of leading pilot tunnel upright side walls level being used for 4/6/8 pilot tunnel PBA engineering methods makes bottom basin shape and freezes sealing engineering method |
| CN108457306A (en) * | 2018-06-20 | 2018-08-28 | 北京城建集团有限责任公司 | A kind of pile pipe collaboration upright side walls level being used for 4/6 pilot tunnel PBA engineering methods makes bottom basin shape and freezes sealing engineering method |
| CN108843336A (en) * | 2018-07-02 | 2018-11-20 | 中国铁建重工集团有限公司 | Development machine, development machine cutterhead and cutter replacing method |
| CN112302669A (en) * | 2020-12-01 | 2021-02-02 | 长江勘测规划设计研究有限责任公司 | Subway shield arrival auxiliary construction method and structure under complex environment condition |
| CN116906085A (en) * | 2023-09-13 | 2023-10-20 | 湖南大学 | Method for constructing deep large underground structure |
-
1990
- 1990-03-06 JP JP2054458A patent/JP2869569B2/en not_active Expired - Fee Related
Cited By (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100826573B1 (en) * | 2007-04-09 | 2008-04-30 | 김상록 | The construction process of temporary installation for land-side protection wall using freeing method |
| JP2011169057A (en) * | 2010-02-19 | 2011-09-01 | Kajima Corp | Method of constructing vertical shaft |
| CN107023031B (en) * | 2015-04-24 | 2019-03-26 | 乐清市钜派企业管理咨询有限公司 | A kind of freeze proof retaining wall of hydraulic engineering |
| CN107023031A (en) * | 2015-04-24 | 2017-08-08 | 苏州鱼得水电气科技有限公司 | A kind of freeze proof retaining wall of hydraulic engineering |
| CN106759413A (en) * | 2016-12-20 | 2017-05-31 | 中国十七冶集团有限公司 | A kind of push pipe freezing system and its construction method |
| CN106968259A (en) * | 2017-06-01 | 2017-07-21 | 张强 | A kind of underground three-dimensional garage crater wall structure frozen construction method |
| CN108457307B (en) * | 2018-06-20 | 2023-07-25 | 北京城建集团有限责任公司 | Basin-shaped freezing water stop construction method for horizontal bottom making of vertical side wall of pilot tunnel of 4/6/8 pilot tunnel PBA construction method |
| CN108457306A (en) * | 2018-06-20 | 2018-08-28 | 北京城建集团有限责任公司 | A kind of pile pipe collaboration upright side walls level being used for 4/6 pilot tunnel PBA engineering methods makes bottom basin shape and freezes sealing engineering method |
| CN108457307A (en) * | 2018-06-20 | 2018-08-28 | 北京城建集团有限责任公司 | A kind of leading pilot tunnel upright side walls level being used for 4/6/8 pilot tunnel PBA engineering methods makes bottom basin shape and freezes sealing engineering method |
| CN108442416A (en) * | 2018-06-20 | 2018-08-24 | 北京城建集团有限责任公司 | A kind of pilot tunnel upright side walls level that extends out being used for 8 pilot tunnel PBA engineering methods makes bottom basin shape and freezes sealing engineering method |
| CN108442416B (en) * | 2018-06-20 | 2023-07-25 | 北京城建集团有限责任公司 | External expansion pilot tunnel vertical side wall horizontal bottom-making basin-shaped freezing water stop construction method for 8 pilot tunnel PBA construction method |
| CN108457306B (en) * | 2018-06-20 | 2023-08-01 | 北京城建集团有限责任公司 | Pile tube cooperated vertical side wall horizontal bottom-making basin-shaped freezing water stop construction method for 4/6 pilot tunnel PBA construction method |
| CN108843336A (en) * | 2018-07-02 | 2018-11-20 | 中国铁建重工集团有限公司 | Development machine, development machine cutterhead and cutter replacing method |
| CN108843336B (en) * | 2018-07-02 | 2024-02-02 | 中国铁建重工集团股份有限公司 | Heading machine, heading machine cutterhead and cutter changing method |
| CN112302669A (en) * | 2020-12-01 | 2021-02-02 | 长江勘测规划设计研究有限责任公司 | Subway shield arrival auxiliary construction method and structure under complex environment condition |
| CN112302669B (en) * | 2020-12-01 | 2023-06-02 | 长江勘测规划设计研究有限责任公司 | Subway shield arrival auxiliary construction method and structure under complex environment condition |
| CN116906085A (en) * | 2023-09-13 | 2023-10-20 | 湖南大学 | Method for constructing deep large underground structure |
| CN116906085B (en) * | 2023-09-13 | 2023-12-08 | 湖南大学 | Method for constructing deep large underground structure |
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