JP2019031810A - Freezing method - Google Patents
Freezing method Download PDFInfo
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- JP2019031810A JP2019031810A JP2017152473A JP2017152473A JP2019031810A JP 2019031810 A JP2019031810 A JP 2019031810A JP 2017152473 A JP2017152473 A JP 2017152473A JP 2017152473 A JP2017152473 A JP 2017152473A JP 2019031810 A JP2019031810 A JP 2019031810A
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- freezing
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- frozen soil
- earth pressure
- soil thickness
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- 230000008014 freezing Effects 0.000 title claims abstract description 54
- 238000007710 freezing Methods 0.000 title claims abstract description 54
- 238000000034 method Methods 0.000 title claims abstract description 27
- 239000002689 soil Substances 0.000 claims abstract description 27
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 6
- 238000010276 construction Methods 0.000 description 13
- 238000004364 calculation method Methods 0.000 description 7
- 230000003068 static effect Effects 0.000 description 5
- NMFHJNAPXOMSRX-PUPDPRJKSA-N [(1r)-3-(3,4-dimethoxyphenyl)-1-[3-(2-morpholin-4-ylethoxy)phenyl]propyl] (2s)-1-[(2s)-2-(3,4,5-trimethoxyphenyl)butanoyl]piperidine-2-carboxylate Chemical compound C([C@@H](OC(=O)[C@@H]1CCCCN1C(=O)[C@@H](CC)C=1C=C(OC)C(OC)=C(OC)C=1)C=1C=C(OCCN2CCOCC2)C=CC=1)CC1=CC=C(OC)C(OC)=C1 NMFHJNAPXOMSRX-PUPDPRJKSA-N 0.000 description 4
- 230000000087 stabilizing effect Effects 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
本発明は、凍結工法に関する。 The present invention relates to a freezing method.
従来、地盤の安定化、防水層の形成などを図る防護工として、耐力壁や止水壁を凍土壁によって形成する凍結工法が用いられている（例えば、特許文献１参照）。 Conventionally, a freezing method in which a load bearing wall or a water blocking wall is formed by a frozen soil wall is used as a protective work for stabilizing the ground and forming a waterproof layer (see, for example, Patent Document 1).
一方、耐力壁を凍結工法で構築する場合には、構造計算を行うことにより必要凍土厚を決定する。また、荷重は、通常、土水圧分離型とし、作用土圧の鉛直土圧は全土圧、水平土圧は多少の凍結膨張圧を考慮して静止土圧としている（例えば、非特許文献１参照）。 On the other hand, when the bearing wall is constructed by the freezing method, the necessary frozen soil thickness is determined by performing structural calculation. In addition, the load is usually a seismic pressure separation type, the vertical earth pressure of the working earth pressure is the total earth pressure, and the horizontal earth pressure is a static earth pressure in consideration of some freezing expansion pressure (for example, see Non-Patent Document 1). ).
一方、実際の凍土には凍結膨張圧が作用するはずであるが、従来、凍結膨張圧を定量的に求めるのではなく、鉛直土圧では全土圧、水平土圧では静止土圧に含まれるものとして簡易的に必要凍土厚が算定されていた。 On the other hand, the freezing expansion pressure should act on the actual frozen soil, but conventionally, the freezing expansion pressure is not quantitatively determined, but it is included in the total earth pressure in the vertical earth pressure and in the static earth pressure in the horizontal earth pressure. The required frozen soil thickness was simply calculated.
しかしながら、近年増加している大深度での凍結工法適用工事では、鉛直土圧として全土圧、水平土圧として静止土圧を作用土圧に採用すると過度に安全側の凍土厚算定結果となるケースがあった。また、大きな凍結膨張圧の発生する粘性土を凍結させる場合には、凍結膨張圧を考慮しないと危険側の凍土厚算定結果となるおそれもある。 However, in recent years, construction work using the freezing method at large depths may result in an excessively safe frozen soil thickness calculation result if the total earth pressure as the vertical earth pressure and the static earth pressure as the horizontal earth pressure are used as the working earth pressure. was there. In addition, in the case of freezing viscous soil in which a large freezing expansion pressure is generated, there is a possibility that the frozen soil thickness calculation result on the dangerous side may be obtained unless the freezing expansion pressure is taken into consideration.
本発明は、上記事情に鑑み、凍結膨張圧を考慮して、より精度よく必要凍土厚の算定を可能にする凍結工法を提供することを目的とする。 In view of the above circumstances, an object of the present invention is to provide a freezing method capable of calculating a required frozen soil thickness with higher accuracy in consideration of freezing expansion pressure.
上記の目的を達するために、この発明は以下の手段を提供している。 In order to achieve the above object, the present invention provides the following means.
本発明の凍結工法は、地盤の凍結時に作用する緩み土圧と水圧と凍結膨張圧に基づいて必要凍土厚を設定するようにしたことを特徴とする。 The freezing method of the present invention is characterized in that the required frozen soil thickness is set based on the loose earth pressure, water pressure, and freezing expansion pressure that act when the ground is frozen.
本発明の凍結工法においては、凍結膨張圧を考慮し、より精度よく必要凍土厚を算定することが可能になり、合理的な凍結工法の施工を実現することが可能になる。 In the freezing method of the present invention, it is possible to calculate the required frozen soil thickness with higher accuracy in consideration of the freezing expansion pressure, and it is possible to realize a reasonable freezing method.
以下、図１から図７を参照し、本発明の一実施形態に係る凍結工法について説明する。 Hereinafter, a freezing method according to an embodiment of the present invention will be described with reference to FIGS. 1 to 7.
ここで、本実施形態では、例えば、道路トンネルの分岐・合流部や鉄道トンネルの渡り線部などの大断面トンネルを構築する際の発進・到達時やセグメント切り開き時（シールドトンネルの地中拡幅時）などに対し凍結工法を用いるものとして説明を行う。
但し、本発明の凍結工法の凍結膨張圧算出方法は、土木建築分野において凍結工法を用いるあらゆるケースに適用可能である。
Here, in this embodiment, for example, at the time of starting / arriving at the time of constructing a large section tunnel such as a branch / junction part of a road tunnel or a crossover part of a railway tunnel, or when opening a segment (when the shield tunnel is widened underground) ) Etc. will be explained as using the freezing method.
However, the freezing expansion pressure calculation method of the freezing method of the present invention can be applied to all cases in which the freezing method is used in the civil engineering field.
はじめに、図１から図４に示すように、道路トンネルの分岐・合流部などの大断面トンネルを構築する際には、例えば、本線シールド１、ランプシールド２（２本の導坑）を横方向に間隔をあけて先行構築するとともに、ランプシールド２を通じ、凍結工法で凍土壁６を形成して地盤の安定化を図りつつ地中立坑３を構築し、この地中立坑３から発進する２本の円周シールドによる発進基地４を構築する。この発進基地４から本線シールド１、ランプシールド２を囲繞するように小径のトンネル掘進機で複数の外殻シールド５を構築する。 First, as shown in FIG. 1 to FIG. 4, when constructing a large section tunnel such as a branching / merging portion of a road tunnel, for example, the main line shield 1 and the lamp shield 2 (two shafts) are arranged in the lateral direction. The construction of the underground pit 3 is established while stabilizing the ground by forming the frozen earth wall 6 by the freezing method through the lamp shield 2, and starting from the underground pit 3. The starting base 4 with the circumferential shield is constructed. A plurality of outer shell shields 5 are constructed with a small-diameter tunnel excavator so as to surround the main shield 1 and the lamp shield 2 from the starting base 4.
さらに、図２、図５に示すように、凍結工法を用いて凍土壁８を形成しつつ隣り合う外殻シールド５を切り開いて連通させ（凍結管９、切り開き部１０）、本線シールド１、ランプシールド２を囲繞する本設覆工７を構築する。そして、本線シールド１から本設覆工６で囲まれた地盤を掘削して連通させ、分岐・合流部となる大断面トンネルを構築する。 Further, as shown in FIGS. 2 and 5, the adjacent outer shell shields 5 are cut open and communicated with each other while forming the frozen earth wall 8 using the freezing method (freezing pipe 9, cut open portion 10), main line shield 1, lamp A permanent lining 7 surrounding the shield 2 is constructed. Then, the ground surrounded by the main lining 6 is excavated and communicated with the main shield 1 to construct a large-section tunnel that becomes a branching / merging portion.
ここで、従来の凍結工法では、図６（ａ）に示すように、凍結膨張圧を定量的に求めるのではなく、鉛直土圧では全土圧、水平土圧では静止土圧に含まれるものとして簡易的に必要凍土厚を算定していた。このため、大深度での凍結工法適用工事で、鉛直土圧として全土圧、水平土圧として静止土圧を作用土圧に採用すると、過度に安全側の凍土厚算定結果となるケースがあった。また、大きな凍結膨張圧が発生する粘性土を凍結させる場合にはこの凍結膨張圧を考慮しないと危険側の凍土厚算定結果となるおそれもあった。 Here, in the conventional freezing method, as shown in FIG. 6 (a), it is assumed that the freezing expansion pressure is not obtained quantitatively, but is included in the total earth pressure in the vertical earth pressure and in the static earth pressure in the horizontal earth pressure. The required frozen soil thickness was simply calculated. For this reason, there was a case where the frozen soil thickness calculation result would be excessively safe if the whole earth pressure as the vertical earth pressure and the static earth pressure as the horizontal earth pressure were applied to the working earth pressure in the construction work that applied the freezing method at a deep depth. . In addition, in the case of freezing viscous soil in which a large freezing expansion pressure is generated, there is a possibility that the frozen soil thickness calculation result on the dangerous side may be obtained unless this freezing expansion pressure is taken into consideration.
これに対し、本実施形態の凍結工法では、図６（ｂ）に示すように、凍土への作用荷重として、緩み土圧、水圧、凍結膨張圧を考慮し、必要凍土厚を算定するようにした。 On the other hand, in the freezing method of the present embodiment, as shown in FIG. 6 (b), the necessary frozen soil thickness is calculated in consideration of the loose earth pressure, water pressure, and freezing expansion pressure as the applied load to the frozen soil. did.
具体例として、大深度工事の地中拡幅工事の例を図７及び表１を用いて説明する。
図７に示すようにこの事例では上部や下部に粘性土層が存在し、凍結膨張圧が大きくなることが予測された。
このような状況に対し、従来手法で必要凍土厚を算出すると、表１に示すように、上部側の必要凍土厚が危険側となり、下部では過度に安全側になることが確認された。
一方、本実施形態の凍結工法を用いると、すなわち、凍土への作用荷重として、緩み土圧、水圧、凍結膨張圧を考慮して必要凍土厚を算定すると、上部、下部ともに適度に安全側となることが確認された。なお、本発明に係る手法で算出した必要凍土厚の妥当性はＦＥＭ解析によって確認できている。
As a specific example, an example of underground widening work for deep construction will be described with reference to FIG.
As shown in FIG. 7, in this case, it was predicted that a viscous soil layer exists in the upper part and the lower part, and the freezing expansion pressure increases.
As shown in Table 1, it was confirmed that the required frozen soil thickness on the upper side becomes a dangerous side and the lower side becomes an excessively safe side when the required frozen soil thickness is calculated with the conventional method.
On the other hand, when the freezing method of the present embodiment is used, that is, when the necessary frozen soil thickness is calculated considering the loose earth pressure, water pressure, and freezing expansion pressure as the working load on the frozen soil, both the upper and lower sides are reasonably safe. It was confirmed that The validity of the required frozen soil thickness calculated by the method according to the present invention can be confirmed by FEM analysis.
したがって、本実施形態の凍結工法によれば、凍結膨張圧を考慮し、より精度よく必要凍土厚を算定することが可能になり、合理的な凍結工法の施工を実現することが可能になる。 Therefore, according to the freezing method of the present embodiment, it is possible to calculate the required frozen soil thickness with higher accuracy in consideration of the freezing expansion pressure, and it is possible to implement a reasonable freezing method.
以上、本発明による凍結工法の一実施形態について説明したが、本発明は上記の一実施形態に限定されるものではなく、その趣旨を逸脱しない範囲で適宜変更可能である。 Although one embodiment of the freezing method according to the present invention has been described above, the present invention is not limited to the above-described embodiment, and can be appropriately changed without departing from the spirit of the present invention.
１ 本線シールド
２ ランプシールド
３ 地中立坑
４ 発進基地
５ 外殻シールド
６ 凍土壁
７ 本設覆工
８ 凍土壁
９ 凍結管
１０ 切り開き部
DESCRIPTION OF SYMBOLS 1 Main line shield 2 Lamp shield 3 Underground shaft 4 Starting base 5 Outer shell shield 6 Frozen earth wall 7 Main lining 8 Frozen earth wall 9 Frozen pipe 10 Opening part
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2017152473A JP7197258B2 (en) | 2017-08-07 | 2017-08-07 | freezing method |
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| JP2017152473A JP7197258B2 (en) | 2017-08-07 | 2017-08-07 | freezing method |
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| JP2019031810A true JP2019031810A (en) | 2019-02-28 |
| JP7197258B2 JP7197258B2 (en) | 2022-12-27 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110056359A (en) * | 2019-04-10 | 2019-07-26 | 中铁十二局集团有限公司 | The freezing hole construction method of tunnel freezing curtain |
| CN110454170A (en) * | 2019-08-19 | 2019-11-15 | 中铁十二局集团有限公司 | Tunnel connection channel construction method based on freezing process |
| JP2020041405A (en) * | 2018-09-05 | 2020-03-19 | 前田建設工業株式会社 | Evaluation method for frozen ground and evaluation apparatus for frozen ground |
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| JPH07216865A (en) * | 1994-02-08 | 1995-08-15 | Shimizu Corp | Method of freezing ground |
| JPH09144486A (en) * | 1995-11-16 | 1997-06-03 | Shimizu Corp | Excavation method of tunnel and liner for excavating tunnel |
| JPH10176488A (en) * | 1996-12-18 | 1998-06-30 | Nippon Steel Corp | Lining structure for existing tunnel |
| JP2007169967A (en) * | 2005-12-20 | 2007-07-05 | Kajima Corp | Ground freezing method and freezing device |
| JP2009121174A (en) * | 2007-11-16 | 2009-06-04 | Kajima Corp | Freezing device, frozen ground calculation system, freezing method and program |
| US20170138010A1 (en) * | 2015-11-17 | 2017-05-18 | Ralf Schmand | Ground freezing method |
| JP2018136285A (en) * | 2017-02-24 | 2018-08-30 | 国際航業株式会社 | Travelling tunnel lining photographing device and travelling tunnel lining photographing method |
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2017
- 2017-08-07 JP JP2017152473A patent/JP7197258B2/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07216865A (en) * | 1994-02-08 | 1995-08-15 | Shimizu Corp | Method of freezing ground |
| JPH09144486A (en) * | 1995-11-16 | 1997-06-03 | Shimizu Corp | Excavation method of tunnel and liner for excavating tunnel |
| JPH10176488A (en) * | 1996-12-18 | 1998-06-30 | Nippon Steel Corp | Lining structure for existing tunnel |
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Non-Patent Citations (1)
| Title |
|---|
| 高志勤: "凍結膨張における未凍結領域内の土圧と変異の経時変化", 土木学会論文集, vol. 第２００号, JPN6021017370, April 1972 (1972-04-01), JP, pages 49 - 62, ISSN: 0004503467 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2020041405A (en) * | 2018-09-05 | 2020-03-19 | 前田建設工業株式会社 | Evaluation method for frozen ground and evaluation apparatus for frozen ground |
| CN110056359A (en) * | 2019-04-10 | 2019-07-26 | 中铁十二局集团有限公司 | The freezing hole construction method of tunnel freezing curtain |
| CN110454170A (en) * | 2019-08-19 | 2019-11-15 | 中铁十二局集团有限公司 | Tunnel connection channel construction method based on freezing process |
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| JP7197258B2 (en) | 2022-12-27 |
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