JP7458537B2 - Construction equipment and method for reinforcing soft ground - Google Patents
Construction equipment and method for reinforcing soft ground Download PDFInfo
- Publication number
- JP7458537B2 JP7458537B2 JP2023107469A JP2023107469A JP7458537B2 JP 7458537 B2 JP7458537 B2 JP 7458537B2 JP 2023107469 A JP2023107469 A JP 2023107469A JP 2023107469 A JP2023107469 A JP 2023107469A JP 7458537 B2 JP7458537 B2 JP 7458537B2
- Authority
- JP
- Japan
- Prior art keywords
- stirring
- drill pipe
- soft ground
- excavation
- blade
- 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.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims description 42
- 238000000034 method Methods 0.000 title claims description 34
- 230000003014 reinforcing effect Effects 0.000 title claims description 21
- 238000003756 stirring Methods 0.000 claims description 86
- 238000009412 basement excavation Methods 0.000 claims description 39
- 230000002787 reinforcement Effects 0.000 claims description 33
- 238000005553 drilling Methods 0.000 claims description 18
- 239000002689 soil Substances 0.000 claims description 18
- 239000004568 cement Substances 0.000 claims description 13
- 239000011440 grout Substances 0.000 claims description 11
- 239000002002 slurry Substances 0.000 claims description 11
- 238000002347 injection Methods 0.000 claims description 10
- 239000007924 injection Substances 0.000 claims description 10
- 238000004519 manufacturing process Methods 0.000 claims 2
- 239000007779 soft material Substances 0.000 claims 1
- 238000010586 diagram Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 5
- 238000013019 agitation Methods 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B10/00—Drill bits
- E21B10/42—Rotary drag type drill bits with teeth, blades or like cutting elements, e.g. fork-type bits, fish tail bits
- E21B10/43—Rotary drag type drill bits with teeth, blades or like cutting elements, e.g. fork-type bits, fish tail bits characterised by the arrangement of teeth or other cutting elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B17/00—Drilling rods or pipes; Flexible drill strings; Kellies; Drill collars; Sucker rods; Cables; Casings; Tubings
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
Description
本発明は、軟弱地盤の予備補強の技術分野に属し、具体的には、軟弱地盤補強用施工装置及び工法に関する。 The present invention belongs to the technical field of preliminary reinforcement of soft ground, and specifically relates to a construction device and method for reinforcing soft ground.
地盤が非耐荷重地盤である場合、地盤の予備補強が必要であり、また、地盤周辺に建物がそびえ立っている場合や、地下工事が存在する場合には、地盤補強工事が困難になる。そのため、地下鉄、複合廊下等の地下工事を施工する際に、地盤に地層沈下、崩壊等の危害を生じさせ、地下工事施設、配管等を破壊するとともに、経済的損失や人命被害をもたらすことを防止するために、軟弱地盤に対して必要十分な補強対策を行う必要がある。 If the ground is non-load-bearing, preliminary reinforcement of the ground is required, and if there are buildings towering around the ground or underground construction, ground reinforcement work becomes difficult. Therefore, when constructing underground works such as subways and complex corridors, it is necessary to avoid causing hazards such as subsidence and collapse of the ground, destroying underground construction facilities, piping, etc., and causing economic loss and human life damage. In order to prevent this, it is necessary to take necessary and sufficient reinforcement measures for soft ground.
現在、中国の軟弱地盤の補強は常に追跡注入工法と深層撹拌補強工法を採用している。追跡注入工法は、土層の粒子間の隙間にセメントを注入し、充填して緻密化することで土体を補強することである。深層撹拌工法による補強は、撹拌機の撹拌翼を回転させることにより石灰やセメント等の固化材と軟弱土とを撹拌混合して、補強することである。具体的には、中国港湾建設が出版した「深層セメント撹拌杭制御技術の改良及び応用」が参考になる。この２種類の軟弱地盤の補強は、一般的な地質環境条件で最も直接的で簡単で有効な方式であり、しかも低コストで、施工の工期が短いが、適用範囲は限られており、いずれも地面に垂直に穴を開ける形式を採用し、必要な場合には短距離の開掘も行うが、穴を開けるのは比較的困難で、理想的な効果を達成することは難しく、施工には補強範囲内の地上構造物を取り除いたり、道路を占用したり、地下パイプラインを移動したりする必要があり、交通と周辺住民の生活に迷惑をもたらすと同時に、前期工事の費用を大幅に増加させる。 At present, the tracked injection method and deep stirring reinforcement method are always used to strengthen soft ground in China. The tracking injection method involves reinforcing the soil body by injecting cement into the gaps between particles in the soil layer, filling and densifying it. Reinforcement using the deep stirring method involves stirring and mixing a hardening agent such as lime or cement with soft soil by rotating the stirring blade of a stirrer. Specifically, ``Improvement and Application of Deep Cement Stirred Pile Control Technology'' published by China Port Construction is a good reference. These two types of reinforcement of soft ground are the most direct, simple, and effective methods under general geological environmental conditions, are low cost, and have a short construction period, but their scope of application is limited and The method also uses the method of drilling holes perpendicular to the ground, and if necessary, short-distance excavation is also carried out, but it is relatively difficult to drill holes, and it is difficult to achieve the ideal effect, so it is difficult to carry out construction. It will be necessary to remove above-ground structures within the reinforcement area, occupy roads, and move underground pipelines, which will cause inconvenience to traffic and the lives of surrounding residents, and at the same time significantly increase the cost of early construction. let
そのため、開掘を必要とせずに水平に方向を特定する撹拌装置を設計することにより、垂直に穴を開けることができない建築物（構造物）、配管を移動するのに不便な（又は道路を占有することができない）道路下の軟弱地盤の補強を解決することは、当分野において解決すべき技術的課題である。 Therefore, by designing an agitation device that specifies the direction horizontally without the need for excavation, we can solve the problem of building (structures) where it is not possible to drill holes vertically, making it inconvenient to move pipes (or occupying roads). Solving the reinforcement of soft ground under roads (which cannot be done) is a technical problem to be solved in this field.
本発明は、従来技術に存在する上記の技術的課題の少なくとも１つを解決するために、軟弱地盤補強用施工装置及び工法を提供する。 The present invention provides a construction device and method for reinforcing soft ground in order to solve at least one of the above-mentioned technical problems existing in the prior art.
本発明は下記技術案によって達成される。軟弱地盤補強用施工装置であって、ドリルパイプを含み、ドリルパイプには中心軸線方向に円形チャンネルが設けられ、ドリルパイプには掘削方向に沿ってノズルと撹拌部が設けられており、装置が掘削すると、撹拌部は周囲圧力下でドリルパイプの外壁に密着し、装置が上昇すると、撹拌部は周囲圧力下で密着状態から展開状態に変化し、ノズルはドリルパイプの撹拌部の前後に設けられ、かつ円形チャンネルに連通する。 The present invention is achieved by the following technical solution. The construction equipment for reinforcing soft ground includes a drill pipe, the drill pipe is provided with a circular channel in the direction of the central axis, the drill pipe is provided with a nozzle and a stirring part along the excavation direction, and the equipment When drilling, the stirring part will stick to the outer wall of the drill pipe under ambient pressure, and when the device rises, the stirring part will change from the tight state to the unfolded state under ambient pressure, and the nozzles are installed before and after the stirring part of the drill pipe. and communicates with the circular channel.
好ましくは、撹拌部は、それぞれの一端がドリルパイプに回転可能に接続された複数のブレードを含み、かつ、掘削方向へのブレードの回転に対する制限構造を設けている。 Preferably, the stirring section includes a plurality of blades, each of which has one end rotatably connected to the drill pipe, and is provided with a structure for restricting rotation of the blades in the drilling direction.
好ましくは、ブレードは、一体構造とされている、第１ロッド部と第１ロッド部の端部に垂直な第２ロッド部とを含み、第１ロッド部はドリルパイプに回転可能に接続され、第１ロッド部と第２ロッド部とが垂直に接続されて形成されるコーナは掘削方向への回転のブレードに対する制限構造となる。 Preferably, the blade includes a first rod portion and a second rod portion perpendicular to the end of the first rod portion, the first rod portion being of unitary construction, the first rod portion being rotatably connected to the drill pipe; The corner formed by vertically connecting the first rod part and the second rod part serves as a structure that limits rotation of the blade in the excavation direction.
好ましくは、施工装置は、支持保護構造をさらに含み、支持保護構造は、ブレードの掘削方向側に設けられた支持板、止め板を含む。 Preferably, the construction device further includes a support protection structure, and the support protection structure includes a support plate and a stop plate provided on the excavation direction side of the blade.
好ましくは、支持保護構造は、ブレードの上昇方向側に設けられたホルダをさらに含み、ホルダはブレードの自由端に対応しており、自由端に支持される。 Preferably, the support and protection structure further includes a holder provided on the upward side of the blade, the holder corresponding to and supported by the free end of the blade.
好ましくは、複数のブレードはドリルパイプの外壁の同一円周に均等に分布しており、ブレードの数が２個以上である。 Preferably, the blades are evenly distributed around the same circumference of the outer wall of the drill pipe, and the number of blades is two or more.
好ましくは、撹拌部は、掘削方向に沿って順次設けられた第１撹拌部と第２撹拌部を含み、第１撹拌部の撹拌半径が第２撹拌部の撹拌半径よりも小さく、第１撹拌部と第２撹拌部のブレードは千鳥状に設けられる。 Preferably, the stirring section includes a first stirring section and a second stirring section provided sequentially along the excavation direction, and the stirring radius of the first stirring section is smaller than the stirring radius of the second stirring section, and the first stirring section The blades of the stirring section and the second stirring section are provided in a staggered manner.
本発明はまた、前記軟弱地盤補強用施工装置によって行われる軟弱地盤補強工法であって、軟弱土を位置決め、非開掘誘導式水平ドリル工法によって撹拌して補強することによって、軟弱地盤の非開削遠距離の予備補強を実現し、
軟弱地盤補強用施工装置を指向性掘削機に水平に接続し、ビルドアップ段と水平補強段の掘削を行い、
掘削の過程で、土圧抵抗により撹拌部はドリルパイプに密着し、方向転換案内を受け、設計位置まで掘削する、掘削ステップＳ１と、
ドリルパイプを上昇させ、土圧抵抗により撹拌部は展開状態になり、グラウト注入と撹拌を同期して行い、セメントスラリーを地層と十分に撹拌して融合させ、円筒状杭を形成する、上昇、グラウト注入、撹拌のステップＳ２と、
軟弱地盤の補強が完了するまでステップＳ１及びＳ２を繰り返すステップＳ３と、を含む工法を提供する。
The present invention also provides a method for reinforcing soft ground using the soft ground reinforcing construction device, which positions the soft soil and reinforces it by stirring it using a non-excavation guided horizontal drilling method, thereby achieving non-excavation long-distance preliminary reinforcement of the soft ground,
The soft ground reinforcement construction device is connected horizontally to the directional excavator, and excavation of the build-up stage and the horizontal reinforcement stage is carried out.
In the process of excavation, the stirring section is brought into close contact with the drill pipe due to earth pressure resistance, and is guided to change direction and excavate to the designed position. An excavation step S1.
The drill pipe is raised, and the stirring section is expanded due to the earth pressure resistance, and grout injection and stirring are performed synchronously, so that the cement slurry is sufficiently mixed and fused with the stratum to form a cylindrical pile. Step S2 of raising, grout injection, and stirring;
and step S3 of repeating steps S1 and S2 until reinforcement of the soft ground is completed.
好ましくは、ビルドアップ段の掘削長さと水平補強段の掘削長さとの比が１：１．５であり、ビルドアップ段の傾きが１～２°である。 Preferably, the ratio of the excavation length of the build-up stage to the excavation length of the horizontal reinforcement stage is 1:1.5, and the inclination of the build-up stage is 1 to 2°.
施工の過程で、スラリー固化材を高圧で軟弱地盤中に吹き付け、撹拌部の回転により、固化材と軟弱地盤とをその場で強制的に撹拌混合する。固化材は、原位置での軟弱土を軟質から硬質に変化させ、一体性に優れ、水の安定性が高く、支持力の高い杭を形成する。この杭と杭間土との相互作用により、天然軟弱地盤よりも支持力が大幅に向上した複合地盤が形成される。 During the construction process, a slurry solidifying material is sprayed into the soft ground at high pressure, and the stirring part is rotated to forcibly stir and mix the solidifying material and the soft ground on the spot. The solidification material changes the soft soil in situ from soft to hard, forming a pile with excellent integrity, high water stability, and high bearing capacity. This interaction between the piles and the soil between the piles forms a composite ground that has significantly greater bearing capacity than naturally soft ground.
本発明に係る施工方法は、地盤環境の適切な位置を選択し、掘削機を用いて穴を水平に掘削し、位置・方向決め技術を利用してグラウトを水平に注入し、その後撹拌して杭を形成することにより、軟弱土層の予備補強を実現することができ、地盤の自己安定能力を高め、地盤の不均一な沈下を低減し、工程中にグラウトによる詰まりを効果的に防止することができ、制御性が強く、杭を形成することが容易かつ迅速であり、また、材料を節約し、人的・物的コストを削減し、プロセスを簡略化し、施工を容易にし、工期を短縮し、建築物（構造物）の撤去や市営配管の移動を回避し、先行資金の投入と使用を減少させることができる。 The construction method according to the present invention involves selecting an appropriate location in the ground environment, horizontally excavating a hole using an excavator, horizontally injecting grout using positioning and orientation technology, and then stirring. By forming piles, preliminary reinforcement of the soft soil layer can be realized, increasing the self-stabilizing ability of the ground, reducing the uneven settlement of the ground, and effectively preventing clogging by grout during the process. It has strong controllability, easy and quick to form piles, and also saves materials, reduces human and material costs, simplifies the process, facilitates construction, and shortens the construction period. It is possible to avoid demolition of buildings (structures) and relocation of municipal pipes, and reduce the investment and use of upfront funds.
本発明の実施例又は従来技術の技術的解決手段をより明確に説明するために、以下に実施例で使用する必要がある図面を簡単に説明する。明らかに、以下に説明する図面は本発明の一部の実施例にすぎず、当業者にとって創造的な労力を払うことなく、これらの図面から他の図面を得ることができる。
本発明の実施例における技術的解決手段を、図面を参照して明確かつ完全に説明するが、明らかに、説明される実施例は本発明の一部の実施例にすぎず、全ての実施例ではない。本発明の実施例に基づいて、当業者が創造的な作業を行わないことを前提にして得た他のすべての実施例は、本発明の特許範囲に属する。 The technical solutions in the embodiments of the present invention will be clearly and completely explained with reference to the drawings, but obviously the described embodiments are only some embodiments of the present invention, and all the embodiments isn't it. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without any creative work fall within the patent scope of the present invention.
本明細書に添付された図面によって示される構造、比率、サイズ等は、当業者が理解し、読むためにのみ明細書に開示された内容に適合するものであり、本発明が実施可能な限定条件を限定するものではなく、したがって、技術的に実質的な意味がなく、構造の修飾、比率関係の変更やサイズの調整は、本発明が生み出すことができる効果及び達成可能な目的に影響を与えることなく、本明細書で開示された技術的内容がカバーできる範囲内に留まり、なお、本明細書では、第１及び第２のような関係用語は、１つのエンティティと他のいくつかのエンティティとを区別するためにのみ使用され、これらのエンティティの間にそのような実際の関係又は順序が存在することを必ずしも要求又は示唆するものではない。 The structures, proportions, sizes, etc. shown in the drawings attached to this specification are compatible with the content disclosed in the specification only for understanding and reading by those skilled in the art, and are intended to limit the scope of the invention. This is not a limiting condition and therefore has no substantial technical meaning, and any modifications to the structure, changes in proportions or adjustments in size may affect the effects that the present invention can produce and the objectives that it can achieve. Without giving away, it remains within the scope of the technical content disclosed herein, and in this specification, related terms such as first and second are used to refer to one entity and some other entities. are used only to distinguish between entities and do not necessarily require or imply that there is any actual relationship or ordering between these entities.
本発明による実施例では、
図１に示すように、軟弱地盤補強用施工装置は、ドリルパイプ１を含み、ドリルパイプ１には中心軸線方向に円形チャンネルが設けられ、ドリルパイプ１には掘削方向に沿ってノズル２と撹拌部が設けられ、装置が掘削すると、撹拌部は周囲圧力下でドリルパイプ１の外壁に密着し、装置が上昇すると、撹拌部は周囲圧力下で密着状態から展開状態に変化し、ノズル２はドリルパイプ１の撹拌部の前後に設けられ、かつ円形チャンネルに連通する。
In an embodiment according to the invention:
As shown in FIG. 1, the construction equipment for reinforcing soft ground includes a drill pipe 1, the drill pipe 1 is provided with a circular channel in the direction of the central axis, and the drill pipe 1 has a nozzle 2 and an agitating device along the excavation direction. When the device is drilling, the stirring section will stick to the outer wall of the drill pipe 1 under ambient pressure, and when the device is raised, the stirring section will change from the tight state to the unfolded state under ambient pressure, and the nozzle 2 will They are provided before and after the stirring section of the drill pipe 1, and communicate with the circular channel.
図４、図５に示すように、撹拌部は、掘削方向に沿って順次設けられた第１撹拌部５と第２撹拌部６を含み、第１撹拌部５の撹拌半径が第２撹拌部６の撹拌半径よりも小さく、第１撹拌部５は、ドリルパイプ１の外壁の同一円周に均等に分布している複数のブレードを含み、第２撹拌部６は、ドリルパイプ１の外壁の別の位置の同一円周に均等に分布している複数のブレードを含み、また、掘削方向へのブレードの回転に対する制限構造を設けており、第１撹拌部５と第２撹拌部６のブレードは千鳥状に設けられ、これにより、切削土壌をスラリーと十分に撹拌する目的を達成できる。 As shown in FIGS. 4 and 5, the stirring section includes a first stirring section 5 and a second stirring section 6 that are sequentially provided along the excavation direction, and the stirring radius of the first stirring section 5 is the same as that of the second stirring section. 6, the first stirring part 5 includes a plurality of blades evenly distributed on the same circumference of the outer wall of the drill pipe 1, and the second stirring part 6 includes a plurality of blades evenly distributed on the same circumference of the outer wall of the drill pipe 1. It includes a plurality of blades evenly distributed around the same circumference at different positions, and is provided with a restriction structure for the rotation of the blades in the excavation direction, and the blades of the first stirring section 5 and the second stirring section 6. are provided in a staggered manner, thereby achieving the purpose of sufficiently stirring the cut soil with the slurry.
ブレードは、一体構造とされている、第１ロッド部と第１ロッド部の端部に垂直な第２ロッド部とを含み、第１ロッド部はピン軸４によってドリルパイプ１に回転可能に接続され、第１ロッド部と第２ロッド部とが垂直に接続されて形成されるコーナはドリルパイプ１の溝本体と嵌合して掘削方向へのブレードの回転に対する制限構造を形成し、ここで、第１ロッド部と第２ロッド部で形成されるコーナは、ドリルパイプ１の掘削方向側に近い。 The blade includes a first rod part and a second rod part perpendicular to the end of the first rod part, which are integrally constructed, and the first rod part is rotatably connected to the drill pipe 1 by a pin shaft 4. The corner formed by the vertical connection of the first rod part and the second rod part fits into the groove body of the drill pipe 1 to form a restriction structure for the rotation of the blade in the drilling direction. , the corner formed by the first rod part and the second rod part is close to the drilling direction side of the drill pipe 1.
本実施例では、図９に示すように、撹拌部のブレードの第２ロッド部では、コーナから離れた部分の断面が六角形であり（また、この部分では、コーナから離れた方向において六角形断面の面積が徐々に小さくなる）、コーナに近い部分の断面が四角形である。第２ロッド部のコーナから離れた外端面は、相対中心点が対称である六角形であり、この六角形は、２つの直角辺と２つの直角辺を結ぶ２つの斜辺とを含み、２つの直角辺のうち２つの短辺間の距離が７０ｍｍ、２つの長辺間の距離が５０ｍｍであり、第１撹拌部５のブレードの第２ロッド部の長さは２７９ｍｍであり、第２撹拌部６のブレードの第２ロッド部の長さは４５４ｍｍである。第１撹拌部５及び第２撹拌部６のブレードの数が２つ以上であり、これにより、撹拌効率及び十分性が確保される。図２に示すように、ドリルパイプ１内に設けられた円形チャンネルはグラウト注入用のものである。 In this example, as shown in FIG. 9, in the second rod section of the blade of the stirring section, the section away from the corner is hexagonal (in addition, in this section, the cross section is hexagonal in the direction away from the corner). (the area of the cross section gradually decreases), and the cross section near the corner is square. The outer end surface of the second rod portion away from the corner is a hexagon with relative center points symmetrical, and this hexagon includes two right-angled sides, two hypotenuses connecting the two right-angled sides, and two hypotenuses connecting the two right-angled sides. The distance between the two short sides of the right-angled sides is 70 mm, the distance between the two long sides is 50 mm, and the length of the second rod part of the blade of the first stirring part 5 is 279 mm. The length of the second rod portion of No. 6 blade is 454 mm. The number of blades in the first stirring section 5 and the second stirring section 6 is two or more, thereby ensuring stirring efficiency and sufficiency. As shown in Figure 2, a circular channel provided in the drill pipe 1 is for grout injection.
施工装置の支持保護構造は、ブレードの掘削方向側に設けられた支持板８、止め板７と、ブレードの上昇方向側に設けられたホルダ３と、を含み、ホルダ３はブレードの自由端に対応しており、自由端に支持されてブレードを係止し、図３に示すように、ホルダ３は底面がブレードの端部の形状に合わせる凹溝構造である。翼状の止め板７は２組あり、１組の止め板７はドリルパイプ１における、第２撹拌部６のホルダ３から離れた側に位置する外壁の同一円周に均等に分布しており、ドリル上昇過程で第２撹拌部６の位置を制限するために使用され、もう１組の止め板７は、ドリルパイプ１における、第１撹拌部５のホルダ３から離れた側に位置する外壁の同一円周に均等に分布しており、ドリル上昇過程で第１撹拌部５の位置を制限するために使用され、ドリルパイプ１における溝本体はドリル上昇過程でブレードの位置を制限する役割を果たし、止め板７はドリル上昇過程でブレードを支持・保護する役割を果たし、ブレードの受力点を増やし、ブレードのうち溝本体に対応する位置が局所的に受ける応力が大きすぎてブレードの破損をもたらすことを回避し、止め板７はブレードに１対１で対応する。
The support and protection structure of the construction device includes a support plate 8 and a stop plate 7 provided on the side in the digging direction of the blade, and a
図６、図７に示すように、ドリルパイプ１の掘削方向の先端に案内装置を有し、案内装置は、ドリルパイプ１から離れた方向に沿って順次設けられた、スリーブ、ガイドセンサ９及び傾斜切羽面のパイロットビット１０を含み、これにより、施工装置１７は方向を変えて施工を水平方向に進むことを可能にする。 As shown in FIGS. 6 and 7, a guide device is provided at the tip of the drill pipe 1 in the excavation direction, and the guide device includes a sleeve, a guide sensor 9, and a guide sensor 9 that are sequentially provided along the direction away from the drill pipe 1. It includes a pilot bit 10 with an inclined face, which allows the construction equipment 17 to change direction and proceed with construction horizontally.
図８に示すように、本発明はまた、軟弱地盤補強用施工装置によって行われる軟弱地盤補強工法であって、軟弱土を位置決め、非開掘誘導式水平ドリル工法によって撹拌して補強することによって、軟弱地盤の非開削遠距離の予備補強を実現し、
軟弱地盤補強用施工装置１７を指向性掘削機１４に水平に接続し、指向性掘削機１４のメカニカルドリルの位置に取り付け、必要に応じてビルドアップ段１５と水平補強段１６の掘削を行い、
掘削の過程で、土圧抵抗により撹拌部はドリルパイプ１に密着し、方向転換案内（指向）を受け、設計位置（位置決め）まで掘削する、掘削ステップＳ１と、
設計位置まで掘削した後、ドリルパイプ１を上昇させ、セメントスラリーを吹き付けて撹拌し、土圧抵抗により撹拌部は展開状態になり、グラウト注入と撹拌を同期して行い、セメントスラリーを地層と十分に撹拌して融合させ、水平円筒状杭１９を形成する、上昇、グラウト注入、撹拌のステップＳ２と、
軟弱地盤の補強が完了するまでステップＳ１及びステップＳ２を繰り返すステップＳ３と、を含む工法を提供する。
As shown in FIG. 8, the present invention also provides a soft ground reinforcement method carried out by a soft ground reinforcement construction device, in which the soft soil is positioned and stirred and reinforced by a non-excavation guided horizontal drilling method. Achieving trenchless long-distance preliminary reinforcement of soft ground,
The construction device 17 for reinforcing soft ground is horizontally connected to the directional excavator 14, attached to the mechanical drill position of the directional excavator 14, and the build-up stage 15 and horizontal reinforcement stage 16 are excavated as necessary.
During the excavation process, the stirring part comes into close contact with the drill pipe 1 due to earth pressure resistance, receives direction change guidance (direction), and excavates to a designed position (positioning), an excavation step S1;
After drilling to the design position, the drill pipe 1 is raised, the cement slurry is sprayed and stirred, and the stirring part is expanded due to earth pressure resistance, and the grout injection and stirring are performed synchronously, and the cement slurry is thoroughly mixed with the stratum. a step S2 of raising, grouting, and stirring to stir and fuse to form a horizontal cylindrical pile 19;
A construction method is provided that includes step S3 of repeating step S1 and step S2 until reinforcement of soft ground is completed.
ステップＳ１では、掘削に先立って指向性掘削機１４が配置される位置の雑多な盛土層１１の地面について平坦化処理が行われ、指向性掘削機１４は斜井案内型掘削機であり、入土角度が１０～１５°に制御され、また、化学セメントスラリーによる壁保護が行われ、無線傾斜計と案内装置は組み合わせられて使用され、角度と方向を制御して補正し、所望の位置に至った場合にのみ、ビットを調整して水平掘削を行うことができ、このように、全体的には穴を一括して形成することが確保される。 In step S1, prior to excavation, a leveling process is performed on the ground of the miscellaneous embankment layer 11 at the position where the directional excavator 14 is placed. The angle is controlled at 10-15°, and wall protection is provided by chemical cement slurry, and a wireless inclinometer and guide device are used in combination to control and correct the angle and direction to reach the desired position. Only then can the bit be adjusted to perform horizontal drilling, thus ensuring that the hole is formed all at once.
ビルドアップ段１５の掘削長さと水平補強段１６の掘削長さとの比が１：１．５であり、ビルドアップ段１５の傾きが１～２°である。水平補強段１６を掘削してグラウトを注入するときに、軌跡の頂角が約９０°であり、掘削方向はトンネル方向に平行し、既存のトンネルを補強する場合は、掘削方向はトンネルから２ｍの距離を持つ。 The ratio of the excavation length of the build-up stage 15 to the excavation length of the horizontal reinforcing stage 16 is 1:1.5, and the inclination of the build-up stage 15 is 1 to 2 degrees. When excavating the horizontal reinforcing stage 16 and injecting grout, the apex angle of the trajectory is about 90°, the excavation direction is parallel to the tunnel direction, and when reinforcing an existing tunnel, the excavation direction is 2 m from the tunnel. has a distance of
ステップＳ２では、ドリル上昇過程で回転して撹拌し上昇しながら、セメントスラリーを吹き付け、噴出口の圧力が２ＭＰａ以上、セメントスラリーの流量が８０～１００Ｌ／ｍｉｎ以上に制御される。グラウト注入撹拌を行うときに、セメントスラリーが噴出口に至ると、セメントスラリーを吹き付けて３０ｓ撹拌し、セメントと土壌を十分に撹拌し、次に、撹拌して上昇し、噴出停止面に至ると原位置で２ｍｉｎ撹拌する。 In step S2, cement slurry is sprayed while the drill rotates, stirs, and rises during the raising process, and the pressure at the spout is controlled to be 2 MPa or more and the flow rate of the cement slurry to be 80 to 100 L/min or more. When performing grout injection and stirring, when the cement slurry reaches the spout, the cement slurry is sprayed and stirred for 30 seconds to thoroughly stir the cement and soil, and then it is stirred and rises until it reaches the spout stop surface. Stir in situ for 2 min.
杭形成過程では、何らかの原因により吹き付けを停止してから施工を持続する場合、杭をオーバーラップして接合する必要があり、接合長さが０．５ｍよりも小さくなければならず、３ｈ以上停止すれば、元の杭の傍に杭追加を行う必要があり、また、随時施工記録を検査し、杭形成の品質を評定し、不合格杭或いは異常な状況があれば、直ちに杭追加或いはその他の処理措置を取らなければならない。 During the pile formation process, if construction continues after spraying is stopped for some reason, the piles must be overlapped and joined, the joining length must be less than 0.5m, and the construction must not be stopped for more than 3 hours. If so, it is necessary to add piles next to the original piles, and the construction records should be inspected from time to time to evaluate the quality of pile formation.If there are failing piles or abnormal conditions, immediate addition of piles or other measures should be taken. Measures must be taken to deal with the following.
本発明は、市営建築物（構造物）１３や、配管の移動が容易でない（又は道路を占有できない）道路の下の、広範囲かつ長距離の軟弱土層１２地盤の補強分野に関し、特に、新設シールドトンネル１８又は重要な地下建築物（構造物）１３であって、かつ垂直方向の撹拌杭工法による軟弱土補強に適さない場合、補強軟弱土を位置決め、非開掘誘導式水平ドリル工法によって撹拌することによって、軟弱土層１２地盤の非開削遠距離の予備補強を実現し、既設の建築物（構造物）１３や新設シールドトンネル１８などの施工の安全性及び安定性を確保する。 The present invention relates to the field of reinforcement of wide-area and long-distance soft soil layers 12 under municipal buildings (structures) 13 or roads where pipes cannot be easily moved (or the road cannot be occupied), particularly in the case of a newly constructed shield tunnel 18 or an important underground building (structure) 13 that is not suitable for soft soil reinforcement using vertical mixing pile construction, by positioning the reinforcing soft soil and mixing it using a non-excavation guided horizontal drill construction method, it is possible to realize non-excavation long-distance preliminary reinforcement of the soft soil layer 12, thereby ensuring the safety and stability of the construction of existing buildings (structures) 13 and newly constructed shield tunnels 18.
本発明は、市営建築物（構造物）１３の下、配管が複雑で移動しにくい市営道路の下方及び新設シールドトンネル１８などの工事の下方にある、広範囲かつ長距離の軟弱土層１２の地盤補強のための非開掘誘導式水平ドリル工法用の撹拌装置に適用することができ、人が密集する地域を避けて施工することができ、遠距離の掘削撹拌グラウト注入も可能であり、地下配管や地下工事を考慮する必要がなく、交通や近隣住民の日常生活を確保することができる。 The present invention is applied to a wide and long-distance soft soil layer 12 that is located under a municipal building (structure) 13, under a municipal road where piping is complicated and difficult to move, and under construction work such as a new shield tunnel 18. It can be applied to the agitation device for non-excavation guided horizontal drilling method for reinforcement, it can be carried out while avoiding areas where people are densely populated, it is possible to perform long-distance excavation agitation grout injection, and it can be used for underground piping. There is no need to consider underground construction or underground construction, ensuring transportation and the daily lives of nearby residents.
前記は本発明の好適な特定実施形態に過ぎず、本発明の特許範囲はこれらに限定されず、当業者であれば、本発明で開示された技術的範囲で容易に想到し得る変化又は置換はすべて本発明の特許範囲に含まれるものとする。したがって、本発明の特許範囲は前記特許請求の範囲による特許範囲に準じるべきである。 The above-mentioned are only preferred specific embodiments of the present invention, and the patent scope of the present invention is not limited thereto, and a person skilled in the art may easily conceive of changes or substitutions within the technical scope disclosed in the present invention. shall all be included within the patent scope of the present invention. Therefore, the patent scope of the present invention should conform to the patent scope of the claims.
１－ドリルパイプ
２－ノズル
３－ホルダ
４－ピン軸
５－第１撹拌部
６－第２撹拌部
７－止め板
８－支持板
９－ガイドセンサ
１０－傾斜切羽面のパイロットビット
１１－雑多な盛土層
１２－軟弱土層
１３－建築物（構造物）
１４－指向性掘削機
１５－ビルドアップ段
１６－水平補強段
１７－施工装置
１８－シールドトンネル
１９－円筒状杭
1-Drill pipe 2-Nozzle 3-Holder 4-Pin shaft 5-First stirring section 6-Second stirring section 7-Stop plate 8-Support plate 9-Guide sensor 10-Pilot bit on inclined face 11-Miscellaneous Embankment layer 12- Soft soil layer 13- Building (structure)
14-Directional excavator 15-Build-up stage 16-Horizontal reinforcement stage 17-Construction equipment 18-Shield tunnel 19-Cylindrical pile
Claims (5)
ドリルパイプ（１）を含み、
前記ドリルパイプ（１）には中心軸線方向に円形チャンネルが設けられ、前記ドリルパイプ（１）には掘削方向に沿ってノズル（２）と撹拌部が設けられており、前記装置が掘削すると、前記撹拌部は周囲圧力下で前記ドリルパイプ（１）の外壁に密着し、前記装置が掘削方向の逆方向へ移動すると、前記撹拌部は周囲圧力下で密着状態から展開状態に変化し、前記ノズル（２）は前記ドリルパイプ（１）の前記撹拌部の前後に設けられ、かつ円形チャンネルに連通し、前記撹拌部は、それぞれの一端が前記ドリルパイプ（１）に回転可能に接続された複数のブレードを含み、
前記ブレードは、一体構造とされている、第１ロッド部と前記第１ロッド部の端部に垂直な第２ロッド部とを含み、前記第１ロッド部は前記ドリルパイプ（１）に回転可能に接続され、前記第１ロッド部と前記第２ロッド部とが垂直に接続されて形成されるコーナは前記ドリルパイプ（１）における溝本体と嵌合して掘削方向への前記ブレードの回転に対する制限構造となり、前記コーナは前記ドリルパイプ（１）の掘削方向に近い側に位置し、
前記撹拌部は、掘削方向に沿って順次設けられた第１撹拌部（５）と第２撹拌部（６）を含み、第１撹拌部（５）の撹拌半径が第２撹拌部（６）の撹拌半径よりも小さく、第１撹拌部（５）と第２撹拌部（６）の前記ブレードは千鳥状に設けられ、
支持保護構造をさらに含み、
前記支持保護構造は、前記ブレードの掘削方向側に設けられた支持板（８）、止め板（７）と、前記ブレードの上昇方向側に設けられたホルダ（３）と、を含み、前記ホルダ（３）は前記ブレードの自由端に対応しており、自由端に支持されて前記ブレードを係止し、前記ホルダ（３）は底面が前記ブレードの端部の形状に合わせる凹溝構造であり、翼状の止め板（７）は２組あり、１組の止め板（７）は、前記ドリルパイプ（１）における、第２撹拌部（６）の前記ホルダ（３）から離れた側に位置する外壁の同一円周に均等に分布しており、前記装置が掘削方向の逆方向へ移動する過程で第２撹拌部（６）の位置を制限するために使用され、もう１組の止め板（７）は、前記ドリルパイプ（１）における、第１撹拌部（５）の前記ホルダ（３）から離れた側に位置する外壁の同一円周に均等に分布しており、前記装置が掘削方向の逆方向へ移動する過程で第１撹拌部（５）の位置を制限するために使用され、前記ドリルパイプ（１）における溝本体は前記装置が掘削方向の逆方向へ移動する過程で前記ブレードの位置を制限する役割を果たし、止め板（７）は前記装置が掘削方向の逆方向へ移動する過程で前記ブレードを支持・保護する役割を果たすことを特徴とする軟弱地盤補強用施工装置。 A construction device for reinforcing soft ground,
including a drill pipe (1);
The drill pipe (1) is provided with a circular channel in the central axis direction, the drill pipe (1) is provided with a nozzle (2) and a stirring part along the drilling direction, and when the device excavates, The stirring part is in close contact with the outer wall of the drill pipe (1) under ambient pressure, and when the device moves in the opposite direction of the drilling direction , the stirring part changes from the closed state to the expanded state under ambient pressure, Nozzles (2) are provided before and after the stirring section of the drill pipe (1) and communicate with the circular channel, and one end of each of the stirring sections is rotatably connected to the drill pipe (1). Contains multiple blades ,
The blade includes a first rod part and a second rod part perpendicular to an end of the first rod part, which are integrally constructed, and the first rod part is rotatable to the drill pipe (1). The corner formed by the vertical connection of the first rod part and the second rod part fits into the groove main body of the drill pipe (1) to prevent rotation of the blade in the drilling direction. the corner is located on the side closer to the drilling direction of the drill pipe (1);
The stirring section includes a first stirring section (5) and a second stirring section (6) that are sequentially provided along the excavation direction, and the stirring radius of the first stirring section (5) is equal to the second stirring section (6). The blades of the first stirring part (5) and the second stirring part (6) are provided in a staggered manner,
further comprising a supporting protection structure;
The support protection structure includes a support plate (8) and a stop plate (7) provided on the excavation direction side of the blade, and a holder (3 ) provided on the upward direction side of the blade, and the holder (3) corresponds to the free end of the blade, and is supported by the free end to lock the blade, and the holder (3) has a bottom surface having a concave groove structure that matches the shape of the end of the blade. There are two sets of wing-shaped stop plates (7), and one set of stop plates (7) is located on the side of the drill pipe (1) away from the holder (3) of the second stirring section (6). They are evenly distributed on the same circumference of the outer wall, and are used to limit the position of the second stirring part (6) in the process of the device moving in the opposite direction of the excavation direction , and another set of stop plates. (7) is evenly distributed on the same circumference of the outer wall of the drill pipe (1) located on the side away from the holder (3) of the first stirring section (5), and the The groove body in the drill pipe (1) is used to limit the position of the first stirring part (5) in the process of moving in the opposite direction of the drilling direction , and the groove body in the drill pipe (1) is A construction device for reinforcing soft ground, characterized in that the stop plate (7) plays the role of limiting the position of the blade, and the stop plate ( 7 ) plays the role of supporting and protecting the blade while the device moves in the opposite direction to the excavation direction. .
軟弱土を位置決め、前記軟弱土に対し、垂直に開掘を必要とせずに水平に方向を特定し、撹拌して補強することによって、軟弱地盤の非開削遠距離の予備補強を実現することを特徴とする軟弱地盤補強工法。 A soft ground reinforcing method performed by the soft ground reinforcing construction device according to claim 1 or 2,
This method for reinforcing soft ground is characterized by realizing preliminary reinforcement of soft ground over long distances without excavation by positioning the soft soil, specifying the direction horizontally without the need for vertical excavation, and reinforcing the soft soil by mixing it.
掘削の過程で、土圧抵抗により前記撹拌部は前記ドリルパイプ（１）に密着する状態において、方向転換し、所定の方向を確定し、設計位置まで掘削する、掘削ステップＳ１と、
前記装置を掘削方向の逆方向へ移動させ、土圧抵抗により前記撹拌部は展開状態になり、グラウト注入と撹拌を同期して行い、セメントスラリーを地層と十分に撹拌して融合させ、円筒状杭（１９）を形成する、上昇、グラウト注入、撹拌のステップＳ２と、
軟弱地盤の補強が完了するまでステップＳ１及びステップＳ２を繰り返すステップＳ３と、を含むことを特徴とする請求項３に記載の軟弱地盤補強工法。 The soft ground reinforcement construction device is connected to a directional excavator (14), excavation is performed, and a build -up stage (15) and a horizontal reinforcement stage (16) are fabricated. The build-up stage (15) fabrication work is for approaching the soft ground in an inclined direction, and the horizontal reinforcement stage (16) fabrication work is for horizontally reinforcing the soft ground.
In the process of excavation, the stirring section is turned in a state where it is in close contact with the drill pipe (1) due to earth pressure resistance, and a predetermined direction is determined, and excavation is performed to a designed position in a drilling step S1;
The device is moved in the opposite direction to the excavation direction , and the stirring section is deployed due to earth pressure resistance, and grout injection and stirring are performed synchronously, so that the cement slurry is sufficiently mixed and fused with the stratum to form a cylindrical pile (19). Step S2 of lifting, grout injection, and stirring;
The method for reinforcing soft ground according to claim 3, further comprising a step S3 of repeating steps S1 and S2 until the reinforcement of the soft ground is completed.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210999244.XA CN115075231B (en) | 2022-08-19 | 2022-08-19 | Construction device and construction method for soft soil foundation reinforcement |
| CN202210999244.X | 2022-08-19 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2024028132A JP2024028132A (en) | 2024-03-01 |
| JP7458537B2 true JP7458537B2 (en) | 2024-03-29 |
Family
ID=83244379
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2023107469A Active JP7458537B2 (en) | 2022-08-19 | 2023-06-29 | Construction equipment and method for reinforcing soft ground |
Country Status (2)
| Country | Link |
|---|---|
| JP (1) | JP7458537B2 (en) |
| CN (1) | CN115075231B (en) |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3125033B2 (en) | 1996-02-28 | 2001-01-15 | 鹿島建設株式会社 | Construction method of improved wall |
| JP6353329B2 (en) | 2014-09-25 | 2018-07-04 | 信越化学工業株式会社 | Anode for non-aqueous electrolyte secondary battery and non-aqueous electrolyte secondary battery |
Family Cites Families (28)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6354766B1 (en) * | 1999-02-09 | 2002-03-12 | Geotechnical Reinforcement Company, Inc. | Methods for forming a short aggregate pier and a product formed from said methods |
| AU781681B2 (en) * | 2000-03-06 | 2005-06-09 | Screw In Technologies Pty Ltd | Anchor elements and methods and apparatus for fabricating anchor elements |
| RU41312U1 (en) * | 2003-08-28 | 2004-10-20 | Плугин Александр Илларионович | MOBILE TECHNICAL COMPLEX FOR THE FORMATION OF SUPPORTS IN SOILS |
| JP2005188237A (en) * | 2003-12-26 | 2005-07-14 | Chiyoda Soiltec Kk | Columnar ground improving device and columnar ground improving construction method |
| CN100366828C (en) * | 2005-12-22 | 2008-02-06 | 上海交通大学 | Method for construction of deep layer rotating spraying mixture pile with diffusion preventing plate |
| US20080063479A1 (en) * | 2006-09-08 | 2008-03-13 | Ben Stroyer | Pile coupling |
| JP4796477B2 (en) * | 2006-11-08 | 2011-10-19 | 山伸工業株式会社 | Steel pipe soil cement pile construction method and composite pile construction method |
| CN101245600B (en) * | 2008-02-28 | 2010-06-09 | 上海市第二市政工程有限公司 | Construction method for generating horizontal reinforcing body by high-pressure-double-liquid rotary spray technique |
| CN102996075B (en) * | 2011-09-14 | 2016-04-20 | 上海工程机械厂有限公司 | A kind of boring expands way-type drilling unit |
| CN103790595B (en) * | 2014-02-28 | 2016-02-03 | 冯树刚 | The rig of a kind of whole piece Pipeline Crossing Program city obstacle rivers |
| JP6353687B2 (en) * | 2014-04-11 | 2018-07-04 | 大成建設株式会社 | Boring rod extension method and boring device |
| CN104790387A (en) * | 2015-05-18 | 2015-07-22 | 刘玉秋 | Cement mixing pile wall machine |
| CN104912063B (en) * | 2015-05-18 | 2016-12-14 | 重庆环德科技有限公司 | Energy-conservation agitation driller |
| CN104988910B (en) * | 2015-06-24 | 2017-08-22 | 南京路鼎搅拌桩特种技术有限公司 | Reducing rotating spraying mixture pile |
| CN104929112A (en) * | 2015-06-29 | 2015-09-23 | 江苏谷登工程机械装备有限公司 | Hole reaming and pile sinking method for static pile driver |
| RU158037U1 (en) * | 2015-08-13 | 2015-12-20 | Федеральное государственное автономное образовательное учреждение высшего образования "Крымский федеральный университет имени В.И. Вернадского" | TUBULAR PILES |
| CN205591213U (en) * | 2015-12-16 | 2016-09-21 | 中铁二院工程集团有限责任公司 | Simple and easy device of construction branch stake |
| CN107366281A (en) * | 2016-05-13 | 2017-11-21 | 周兆弟 | A kind of underlying drill rod assemblies of power |
| CN205840781U (en) * | 2016-08-08 | 2016-12-28 | 浙江绩丰岩土技术股份有限公司 | A kind of super three axes agitating pile of pebble layer |
| CN206784372U (en) * | 2017-04-19 | 2017-12-22 | 上海市建工设计研究总院有限公司 | Injection forming club-footed pile |
| CN108798497A (en) * | 2017-04-27 | 2018-11-13 | 上海广大基础工程有限公司 | A kind of composite screw drilling tool |
| CN107435329A (en) * | 2017-07-25 | 2017-12-05 | 孙文 | Cement mixing pile and its construction equipment and construction method with concrete core stake |
| CN108060908B (en) * | 2017-11-14 | 2020-04-07 | 北京中煤矿山工程有限公司 | Long-distance horizontal directional drilling and grouting reinforcement process for water-rich sand layer under building group |
| CN109488333B (en) * | 2018-09-28 | 2020-08-25 | 青岛市地铁一号线有限公司 | Construction method for inserting pipe shed piles in horizontal stirring and spraying |
| CN112031824A (en) * | 2020-08-21 | 2020-12-04 | 中铁四院集团工程建设有限责任公司 | Method for reinforcing shield tunnel base |
| CN214883611U (en) * | 2020-08-28 | 2021-11-26 | 江苏景源万河环境科技有限公司 | Bearing pile or uplift pile with multiple main ribs |
| CN214245699U (en) * | 2020-12-03 | 2021-09-21 | 北京东地岩土工程有限公司 | Novel drill rod of triaxial mixing pile machine |
| CN114060036A (en) * | 2021-10-05 | 2022-02-18 | 上海申通地铁集团有限公司 | Horizontal positioning grouting reinforcement construction process suitable for municipal construction of silt soft soil stratum |
-
2022
- 2022-08-19 CN CN202210999244.XA patent/CN115075231B/en active Active
-
2023
- 2023-06-29 JP JP2023107469A patent/JP7458537B2/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3125033B2 (en) | 1996-02-28 | 2001-01-15 | 鹿島建設株式会社 | Construction method of improved wall |
| JP6353329B2 (en) | 2014-09-25 | 2018-07-04 | 信越化学工業株式会社 | Anode for non-aqueous electrolyte secondary battery and non-aqueous electrolyte secondary battery |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115075231A (en) | 2022-09-20 |
| JP2024028132A (en) | 2024-03-01 |
| CN115075231B (en) | 2022-11-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106050266B (en) | The construction method of shield section service channel tunneling in rich water sand-pebble layer tunnel | |
| CN106759379A (en) | A kind of construction method of the asymmetric water-stop curtain of foundation ditch | |
| CN107859145A (en) | A kind of drainpipe is plugged into construction method under water | |
| CN109826630A (en) | A kind of precast concrete open caisson device and its construction method for jacking construction | |
| CN108265706A (en) | A kind of engineering pile and pile-formation process in solution cavity geology | |
| CN107503755A (en) | A kind of construction method for exempting from button arch flat-top cavern-pile method construction subway station | |
| CN106638643A (en) | Water-stopping-curtain construction device and method | |
| CN110259490A (en) | A kind of Underground Subway Station construction method | |
| CN112761166A (en) | Construction method for shallow foundation pit of combined support of piles and pre-grouting steel pipes based on SMW (soil mixing wall) construction method | |
| CN108842764B (en) | Rotary stirring type anchor pipe construction method | |
| CN108005662B (en) | A kind of processing method of underground water seal cave depot storage cavern area geology crushed zone | |
| CN114059527A (en) | Large-diameter mixing pile construction method suitable for high-groundwater-level hard soil layer | |
| CN112942441A (en) | Pre-grouting water-stop construction method for water-rich silt stratum | |
| CN113089655A (en) | Construction method in three-pipe rotary spraying pile pit in flowing water environment | |
| CN209687494U (en) | A kind of precast concrete open caisson device for jacking construction | |
| JP7458537B2 (en) | Construction equipment and method for reinforcing soft ground | |
| CN214997645U (en) | Be applicable to subway station goes out inlet pipe curtain construction pipe curtain structure | |
| JP3750186B2 (en) | Construction method of underground continuous wall | |
| CN109488333B (en) | Construction method for inserting pipe shed piles in horizontal stirring and spraying | |
| CN205296194U (en) | Rich irrigated land layer undercut tunnel interlock pipe curtain | |
| CN208039234U (en) | A kind of engineering pile in solution cavity geology | |
| CN107604907A (en) | A kind of Deep Foundation Pit Supporting Project anchor cable anti-seepage construction engineering method | |
| CN206319329U (en) | A kind of water-stop curtain constructing device | |
| CN215053282U (en) | Pre-grouting water stop structure of water-rich silt stratum suitable for connection construction of underground building | |
| Feng et al. | Discussion on construction technology of deep foundation pit support in construction engineering |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A621 | Written request for application examination |
Free format text: JAPANESE INTERMEDIATE CODE: A621 Effective date: 20230630 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20231121 |
|
| A521 | Request for written amendment filed |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20240220 |
|
| TRDD | Decision of grant or rejection written | ||
| A01 | Written decision to grant a patent or to grant a registration (utility model) |
Free format text: JAPANESE INTERMEDIATE CODE: A01 Effective date: 20240312 |
|
| A61 | First payment of annual fees (during grant procedure) |
Free format text: JAPANESE INTERMEDIATE CODE: A61 Effective date: 20240318 |
|
| R150 | Certificate of patent or registration of utility model |
Ref document number: 7458537 Country of ref document: JP Free format text: JAPANESE INTERMEDIATE CODE: R150 |