WO2001023711A1 - Procede de renforcement des sols - Google Patents

Procede de renforcement des sols Download PDF

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Publication number
WO2001023711A1
WO2001023711A1 PCT/JP1999/005293 JP9905293W WO0123711A1 WO 2001023711 A1 WO2001023711 A1 WO 2001023711A1 JP 9905293 W JP9905293 W JP 9905293W WO 0123711 A1 WO0123711 A1 WO 0123711A1
Authority
WO
WIPO (PCT)
Prior art keywords
pipe
ground
drilling
reinforcing
bit
Prior art date
Application number
PCT/JP1999/005293
Other languages
English (en)
Japanese (ja)
Inventor
Yoshio Mitarashi
Yukio Kakiuchi
Tsutomu Matsuo
Toru Haba
Original Assignee
Kfc Ltd.
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Priority to JP10201682A priority Critical patent/JP2955279B1/ja
Priority claimed from JP10201682A external-priority patent/JP2955279B1/ja
Application filed by Kfc Ltd. filed Critical Kfc Ltd.
Priority to EP99944870A priority patent/EP1223306B1/fr
Priority to AT99944870T priority patent/ATE300662T1/de
Priority to ES99944870T priority patent/ES2245119T3/es
Priority to PCT/JP1999/005293 priority patent/WO2001023711A1/fr
Priority to DE69926410T priority patent/DE69926410T2/de
Publication of WO2001023711A1 publication Critical patent/WO2001023711A1/fr

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • 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
    • E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/001—Improving soil or rock, e.g. by freezing; Injections
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for

Definitions

  • the present invention relates to a ground reinforcement method, such as a precedent construction method or a mirror reinforcement method, as a ground reinforcement method applied when excavating a tunnel or an underground cavity.
  • a ground reinforcement method such as a precedent construction method or a mirror reinforcement method
  • a ground reinforcement method applied when excavating a tunnel or an underground cavity In particular, it relates to the method of soil reinforcement that can be applied under poor geological conditions.
  • ground-receiving and mirror-reinforcement methods aim to restrain the loosening of the ground by restricting the ground in front of the face over a long length.
  • the feature is that the support length is longer than that of the mirror reinforcement.
  • a ground-mounting front receiving device having various features in the drilling method using the long receiving steel tube is implemented, and a long mirror portion reinforcing member is also implemented by using resin bolts of various shapes.
  • An example of the ground front receiving method is the injection type long front receiving method (AGF method).
  • AGF method uses a drill jumbo or the like used for tunnel excavation to drill a hole using a drilling bit larger than the diameter of the steel pipe attached to the tip of the drilling rod, using flushing water from a rock drill to create a 3 m steel pipe.
  • AGF method uses a drill jumbo or the like used for tunnel excavation to drill a hole using a drilling bit larger than the diameter of the steel pipe attached to the tip of the drilling rod, using flushing water from a rock drill to create a 3 m steel pipe.
  • AGF method injection type long front receiving method
  • Fig. 11 shows the outline of the construction of the front end of the tunnel with the AGF method.
  • the steel pipe 1 is connected to the inside of the steel support 2 of the tunnel face F by a drill jumbo, etc., which is omitted in the figure. (From below in Fig. 11).
  • the steel pipe 1 is cast at an elevation angle T of about 5 degrees so that the steel pipe 1 can be placed at the minimum distance from the back of the steel support 2 to be built in front of the face.
  • Fig. 12 is a schematic diagram of the construction of the front receiving site of the tunnel ground by the AGF-P method.
  • the steel pipe 1 is cast from the inside of the steel support 2 already built in the immediate vicinity of the tunnel face F by a drill jumbo or the like omitted in the figure.
  • the steel pipe 1 is to be placed in front of the face behind the steel support 2 to be built, and the last pipe of the steel pipe 1 is a resin pipe (vinyl chloride pipe).
  • the hole wall of the drilled bolt insertion hole is not self-supporting.
  • a long hollow resin bolt is inserted by successively replenishing with a double-pipe drilling (boring machine), and the mirror part is reinforced with short resin bolts.
  • the material used for the mirror reinforcement is a glass fiber reinforced resin bolt with a diameter of 22 mm to 32 mm. If the hole wall is self-supporting with a long construction of 8 m or more, use a coupler to connect In many cases, the drilling diameter is about 75 mm.
  • Fig. 13 shows the outline of the construction of the mirror reinforcement using a dedicated machine (boring machine). In the case of the dedicated machine 5, a long hollow resin made of double-pipe drilling is used. Insert Porto 6. The outer tube casing is collected after inserting the entire length of the long hollow resin port 6. The feature of this method is that the inserted long hollow resin bolt 6 is left in the ground, and the solidification material is injected into the surrounding ground through the hollow resin bolt 6 in the hole H and fixed. It is.
  • the elevation angle of about 5 degrees is set so that the steel pipe is placed with a minimum distance from the back of the steel support in front of the tunnel face using a drill jumbo or the like.
  • a section with a cross-section widening of about 6 m which is the length of the guide cell of the drill jumbo. Material such as concrete for the widening and the amount of work such as tunnel excavation will be increased. In other words, there is considerable waste in excavating a space larger than the cross section required for normal operation, and supporting and covering it.
  • An object of the present invention is to solve the above-mentioned problems of the prior art, and it is possible to maintain the separation between the ground reinforcement pipe and the support without widening the tunnel cross section even when applying a long precedent.
  • the tunnel excavation can be performed constantly and stably by keeping it to a minimum, and a dedicated reinforcement method is not required in the mirror reinforcement method, and the construction method provides a ground reinforcement method that is efficient.
  • the present invention reduces the spring water in the ground by a tunnel face or the like, there is no need to take the trouble of double pipe drilling using caging by a dedicated machine and removing the caging, and it is simple and stable. It provides a ground reinforcement method to lower and reinforce the groundwater level. Disclosure of the invention
  • the ground reinforcement method according to the present invention has the following configuration to solve the above problems. That is, a ring bit having a drilling function is provided at the tip of a pipe made of a fiber-reinforced resin, and a base end is attached to a rock drill and a drill bit is provided at the tip directly to the pipe inside the pipe.
  • the drilling rod is attached indirectly so that it can be freely detached and attached, and the pipe and the drilling rod are successively added to the outer periphery of the face for tunnel excavation and / or in the ground at a predetermined position of the mirror portion, respectively.
  • the pipe engaged with the drilling bit is propelled and driven while being pulled into the ground as the drilling bit advances, and the above-mentioned pipe is left at a predetermined position in the ground as a reinforcing pipe.
  • the drilling rod in the pipe is pulled out and collected, and then a solidifying material is injected into the surrounding ground through the pipe to reinforce the ground.
  • FIG. 1 is a vertical sectional view showing an outline of an embodiment of a method for reinforcing a bearing using a high-strength glass fiber reinforced resin pipe according to the present invention.
  • Fig. 2 shows the supplementary support of the tunnel face shown in Fig. 1.
  • FIG. 4 is a cross-sectional view showing a strong state.
  • FIG. 3 is an overall view showing one embodiment of a high-strength glass fiber reinforced resin tube and a drilling device.
  • FIG. 4 is a partial cross-sectional view showing an example of a connection portion between a high-strength glass fiber reinforced resin tube and a force bra.
  • FIG. 5 is a vertical cross-sectional view of an outline of the construction showing an embodiment of a mirror part reinforcing method using a high-strength glass fiber reinforced resin tube.
  • FIG. 6 is a cross-sectional view showing the state of the mirror section reinforcement of the tunnel face shown in FIG.
  • FIG. 7 is a cross-sectional view showing a valve injection method.
  • FIG. 8 is a cross-sectional view showing the swivel injection method.
  • Figure 9 is a longitudinal section showing the condition of lowering the face spring water in the upper half section.
  • Fig. 10 is a cross-sectional view of the upper half section of the tunnel showing the construction of the lower face spring water.
  • FIG. 11 is a schematic diagram showing an example of a conventional steel pipe pre-assembly method using the AGF method.
  • Fig. 12 is a schematic diagram showing an example of the conventional AGF-P method for steel pipe preloading.
  • Fig. 13 is a schematic diagram showing an example of a conventional mirror reinforcement method using a special-purpose machine. BEST MODE FOR CARRYING OUT THE INVENTION
  • Fig. 1 is a schematic view showing the state of pre-reinforcement of the upper half section of the tunnel in the pre-reinforcement method as the first embodiment of the ground reinforcement method according to the present invention.
  • the drill jumbo 10 is located.
  • the distal end of the guide shell 10a of the drill jumbo 10 is set at the lower end of a steel support 12 built in the vicinity of the face mirror part 15 which has already been tunneled.
  • the pre-drilled hole is used to fill the hole around the steel pipe where the solidified material may leak when the solidified material is injected into the ground around the pipe through a reinforcing pipe that is cast as described later. In the section, make a gap to prevent leakage that is larger than It is a hole for the screw.
  • the guide shell 10a shown in FIG. 1 is equipped with a reinforcing tube 11 made of fiber reinforced resin (FRP), in particular, in this embodiment, glass fiber reinforced resin (GFRP).
  • FRP fiber reinforced resin
  • GFRP glass fiber reinforced resin
  • a ring bit (not shown) having a diameter larger than the pipe diameter of the reinforcing pipe 11 and having a drilling function is attached to a tip of the reinforcing pipe 11, and the impact and the rotating power are transmitted to the ring bit to cut the drill bit.
  • a drilling rod having the function of assisting the drilling is arranged in the reinforcing pipe 11 and is connected to the rock drilling machine. The details will be described later.
  • the above-mentioned guide shell 10a is positioned at an elevation angle (3 ° to 6 °) through which the reinforcing pipe 11 passes above the steel support 4 positioned ahead of the face from the preceding drilling position of the face mirror section 15. (Preferably about 5 °), and four reinforcing pipes 11 are already installed in the ground in front of the face where the tip of the guide shell 10a is set in a state where they are connected sequentially. .
  • a plurality of reinforcing pipes 11 each having a length of 3 m are connected and used, and a reinforcing pipe made of glass fiber reinforced resin is used over the entire length.
  • an improvement zone is formed in the ground around the already installed reinforcing pipe 11 by injecting the solidification material over the entire length, and the ground reinforcement effect as a precedent can be expected. The details of ground injection will be described later.
  • FIG. 3 is a diagram for explaining the drilling promotion of the reinforcing pipe 11 made of glass fiber reinforced resin for implementing this method.
  • a reinforcing pipe 11 having an outer diameter of 70 mm, an inner diameter of 60 mm, and a length of 3 m is used.
  • a ring bit 20 having a drilling function is attached to the tip of the reinforcing pipe 11 used at the tip via a casing 21, and a drill bit is formed in the reinforcing pipe 11.
  • the drilling rod 22 having the function of assisting the drilling is accommodated in a state in which the bit 22a attached to the tip of the drilling rod 22 projects forward from the inside of the ring bit 20.
  • the bit 2 2 a of the drilling rod 22 is detachably engaged with the ring bit 20 and the casing 21, and the base end of the drilling rod 22 is a rock drill 23. Is connected to the shank rod 23 a by a shank sleeve 24.
  • the striking force and the rotating force from the rock drill 23 are transmitted to the bit 22 a and the ring bit 20 via the drill rod 22, and the rock drill 23 feeds.
  • drilling is performed by sliding over the guide shell 10a integrally with the rock drill, With the drilling of the hole, the propulsion driving of the reinforcing pipe 11 is performed while the bit 22 a pulls the engaged reinforcing pipe 11 via the ring bit 20 and the casing 21.
  • the bit 22a may directly pull the reinforcing pipe.
  • the ring bit 20 is in a state of drilling a hole larger in diameter than the outer diameter of the reinforcing pipe 11, so that the reinforcing pipe 11 is smoothly pulled. Therefore, since the reinforcing pipe 11 is made of fiber reinforced resin, it is difficult in terms of rigidity as compared with the steel pipe.Although it is long, it is difficult to pull the bit 2 2a located at the head of the hole. With the leading diameter expansion of the ring bit 20, it becomes possible to drive the rod at a predetermined position in the ground with a predetermined elevation angle (a smaller elevation angle than the conventional AGF method) without any problem.
  • the cross-section does not need to be widened as in the conventional case.
  • the support can be built with minimum separation, and stable tunnel excavation is possible.
  • the installed reinforcing pipe 11 has a full length made of fiber reinforced resin, a portion that hinders the installation of the support can be excavated while easily scraping off sequentially in the excavation process.
  • the engagement between the ring bit 20 and the casing shroud 21 is released by reversing the bit 22a, and the drill rod 22 is detached from these. Then, the drilling rod 22 including the bit 22 a is withdrawn from the reinforcing pipe 11 and collected. Further, the space in the reinforcing pipe 11 from which the drilling rod 22 has been extracted is used as an injection channel for the solidified material.
  • FIG. 4 shows a connection example of the reinforcing pipes 11 for carrying out this method.
  • the tip tube, the subsequent intermediate tube, and the terminal tube are made of glass fiber reinforced resin tubes having an outer diameter of 70 mm, an inner diameter of 60 mm, and a length of 3 m, and have cross-sectional defects at both ends.
  • Minimized cross-section V-shaped cutting screw-processed connection part 1 1a is provided, connection force bra 25 is made of aluminum, and V-shaped convex cutting screw processing is applied, and resin adhesive is applied at the time of connection This improves the strength of the connection.
  • FIGS. 5 and 6 schematically show a mirror reinforcement state of an upper half section of a tunnel in a mirror reinforcement method as a second embodiment of the ground reinforcement method according to the present invention.
  • a drill jumbo 10 is arranged near the face as shown in FIG.
  • the tip of the guide shell 10a of the drill jumbo 10 is set on the face mirror portion 15 which has already been tunnel-excavated.
  • a pre-drilled hole (not shown) of approximately 300 mm is constructed.
  • the guide shell 10a shown in FIG. 5 is made of a glass fiber reinforced resin to which a ring bit (not shown) having a drilling function is attached at the tip similarly to the first embodiment of FIG. A drilling rod having the function of rotating the ring bit, transmitting the striking force, and assisting drilling is mounted on the rock drill.
  • the guide shell 10a is set at an elevation angle that does not hinder the discharge of slime during drilling from the preceding drilling position of the face mirror to the ground in front of the face.
  • Four reinforcing pipes are already installed in series in the ground in front of the face where the tip of the guide shell 10a is set.
  • a plurality of reinforcing pipes each having a length of 3 m are connected and used, and a reinforcing pipe made of glass fiber reinforced resin is used over the entire length.
  • a fixing zone is formed in the ground around the already installed reinforcing pipe 11 by injecting a solidifying material over the entire length, and a ground reinforcing effect as a mirror reinforcement can be expected. The details of the ground injection will be described later.
  • the drilling propulsion method of the reinforcing pipe 11 for carrying out this method, and the connection method of the reinforcing pipe 11 are the same as those in the case of the front end pile reinforcing method of the first embodiment of FIGS. 1 to 4 described above. Explanation is omitted because there is.
  • Fig. 7 shows an example of the valve injection method. Leakage of the solidified material is prevented by sealing the gap (mouth) between the rear end portion of the end pipe of the strong pipe 11 and the preceding drilled portion with a rag 28 soaked with a urethane chemical.
  • Injection of the solidified material is performed using the above-described reinforcing pipe 11 disposed over the entire length as an injection pipe.
  • strainer holes 1lc are formed in the reinforcing pipe 11 at predetermined intervals in advance as shown in FIG. 4 (b).
  • an injection valve 29 is attached as shown in FIG. 7, and the injection valve 31 is connected to the injection apparatus 30 via the injection valve 29 via the injection valve 29.
  • a solidified material is introduced into the reinforcing pipe 11 by using the following method.
  • the solidified material introduced into the reinforcing pipe 11 is sequentially discharged from the strainer hole 11 c of the reinforcing pipe 11, injected into the ground, and solidified, thereby forming the reinforcing pipe 11 and the surrounding ground. It is reinforced as one.
  • FIG. 8 shows an example of a swivel injection method.
  • the above-mentioned ring bit 20 having a drilling function is attached to the tip of the reinforcing pipe 11, and a plurality of rods 22 and a reinforcing pipe are provided. 11 1 are connected in sequence and propelled and driven simultaneously with drilling over the entire length.
  • Drilling in the case of ordinary valve injection involves flushing from a rock drill with water or air via a drilling rod 22 having the function of assisting drilling.
  • the cement-based injection material is flushed through a swivel 33 installed in front of the rock drill during drilling, and the hole wall around the reinforcing pipe during drilling
  • the reinforcement pipe 11 is left over the entire length while stabilizing the ground and reinforcing the ground.
  • the gap (mouth) between the rear end of the end pipe of the reinforcing pipe 11 and the preceding hole is sealed with a rag 28 soaked with a urethane chemical.
  • Injection of the solidified material is performed using the above-described reinforcing pipe 11 that is provided over the entire length as an injection pipe.
  • the injection material passes from the injection hose set in the injection device (not shown), passes through the injection valve, and the strainer hole 1 1c of the reinforcing pipe 11
  • the reinforcing pipe 11 and the surrounding ground are integrally reinforced by being discharged from the ground, injected into the ground and solidified.
  • FIG. 9 and FIG. 10 schematically show a face spring removal state of a half cross section above the tunnel in the face spring removal reinforcement method as the third embodiment of the ground protection method according to the present invention.
  • drill jumbo 10 Is arranged in the vicinity of the half-plate face.
  • the tip of the guide shell 10a of the drill jumbo 10 has already been tunneled and set on the face mirror.
  • a spray concrete is provided on the mirror 15 in the longitudinal direction of the tunnel.
  • the base bit is mounted on the rock drill 23 with the tip bit 22 a protruding from the ring bit 20.
  • the guide shell 10a is set at an elevation angle that does not hinder the discharge of slime during drilling from the position of the face mirror to the ground in front of the face. In the ground in front of the face where the tip of the guide shell 10a is set, five vinyl chloride pipes have already been cast as strainer pipes 51 in a state of being connected in series.
  • the length of one vinyl chloride tube serving as the strainer tube 51 is 3 m, and the vinyl chloride tube is used over the entire length.
  • the spring water from the surrounding ground is taken in from the strainer hole of the already installed strainer pipe 51, and the spring water is drained over the entire length.
  • the drilling propulsion structure of the strainer pipe for implementing this method is substantially the same as that in FIG.
  • a HI ⁇ VP vinyl chloride pipe (outer diameter 76 mm, inner diameter 65 mm, length 3 m) is used.
  • a drilling function was provided, as in FIG. 3, and a drill bit 20 and a casing shroud 21 were attached, at the same time having a function of assisting drilling.
  • a drilling rod 22 is connected to a shank rod 23 a of a rock drill 23 by a shank sleeve 24, and is housed in the strainer pipe 51.
  • the ring bit 20 receives mainly the striking force and the rotational force from the rock drill, transmitted from the rod 22, and slides on the guide shell together with the rock drill as the rock drill feeds. As a result, the bit 22 a and the ring bit 20 perform drilling, and engage with the strainer pipe 51 via the ring bit 20 and the casing shroud 21 with the drilling operation. Bit 2 2 a drills while pulling strainer tube 5 1 Promote.
  • connection structure of the strainer tube 51 made of vinyl chloride or the like for carrying out this method is configured in substantially the same manner as the case of the glass fiber reinforced resin tube of FIG.
  • the end pipe, the subsequent intermediate pipe, and the end pipe are both HI-VP pipes (outer diameter 76 mm, inner diameter 65 mm, length 3 m) of vinyl chloride pipes, and are installed at both ends.
  • a connection section with V-shaped cutting screw processing is provided to minimize cross-sectional defects.
  • the connecting force bra is made of aluminum with V-shaped convex cutting screw processing, and connection is made by applying a resin adhesive when connecting. The part strength is improved.
  • a plurality of cuttable pipes such as a high-strength glass fiber reinforced resin pipe
  • a reinforcing pipe for receiving a long precedent over the entire length without using a dedicated machine.
  • the solidified material can be injected over the entire length of the ground around the pipe through its reinforcing pipe. Therefore, it is possible to construct the long-ahead bearing reinforcement while keeping the installation angle of the reinforcement pipe small and without widening the tunnel cross-section, and keeping the separation between the reinforcement pipe and the support to a minimum.
  • the reinforcement pipe in the excavation area during the excavation of the tunnel can be cut, a steel support can be installed without difficulty in the same cross section. As a result, it is possible to reduce the time required for the auxiliary construction method, the construction cost, etc., and improve the work efficiency.
  • a plurality of cuttable pipes such as a high-strength glass fiber reinforced resin pipe, are used as reinforcement pipes for reinforcing the mirror over the entire length without using a dedicated machine. It is located in the mountain and the solidified material can be poured over the entire length into the ground around the pipe through its reinforcing pipe. Therefore, it is not necessary to draw out the casing pipe by a double-pipe drilling by a dedicated machine when reinforcing the mirror portion as in the conventional case, and it is possible to easily and stably perform the construction, and to improve the working efficiency. The construction costs can be reduced.

Abstract

L'invention concerne un procédé de renforcement des sols que l'on utilise pour creuser des tunnels, des cavités souterraines ou analogues. Ledit procédé est caractérisé en ce qu'il consiste à fixer une couronne de trépan (20) à fonction de forage sur l'extrémité avant d'un tuyau (11) en résine renforcée par des fibres ; à loger dans ledit tuyau une tige (22) de forage montée, au niveau de son extrémité de base, sur un trépan (10) pour roches, laquelle tige comporte, au niveau de son extrémité avant, un trépan (22a) de forage monté directement ou indirectement amovible sur le tuyau ; à forer des trous dans le sol en des points prédéterminés sur le pourtour extérieur du panneau de façade et/ou de la face lors du creusement du tunnel ou analogue tout en connectant successivement les tuyaux (11) et les tiges (22) de forage ; à placer simultanément le tuyau en un point prédéterminé du sol comme tuyau de renforcement en l'entraînant à l'intérieur tout en tirant dans le sol le tuyau au contact du trépan de forage à mesure que ce dernier avance ; à récupérer les tiges de forage en les extrayant des tuyaux pendant ou après l'enfouissement du tuyau ; et à injecter un agent de durcissement dans le sol environnant via les tuyaux de manière à renforcer ledit sol. Le procédé selon l'invention permet de renforcer le sol de manière satisfaisante sans avoir à accroître la section transversale du tunnel.
PCT/JP1999/005293 1998-07-16 1999-09-28 Procede de renforcement des sols WO2001023711A1 (fr)

Priority Applications (6)

Application Number Priority Date Filing Date Title
JP10201682A JP2955279B1 (ja) 1998-07-16 1998-07-16 地山補強工法
EP99944870A EP1223306B1 (fr) 1999-09-28 1999-09-28 Procede de renforcement des sols
AT99944870T ATE300662T1 (de) 1999-09-28 1999-09-28 Verfahren zur bewehrung einer bodenschicht
ES99944870T ES2245119T3 (es) 1999-09-28 1999-09-28 Procedimiento de reforzamiento del terreno.
PCT/JP1999/005293 WO2001023711A1 (fr) 1998-07-16 1999-09-28 Procede de renforcement des sols
DE69926410T DE69926410T2 (de) 1999-09-28 1999-09-28 Bodenverstärkungsverfahren

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
JP10201682A JP2955279B1 (ja) 1998-07-16 1998-07-16 地山補強工法
PCT/JP1999/005293 WO2001023711A1 (fr) 1998-07-16 1999-09-28 Procede de renforcement des sols

Publications (1)

Publication Number Publication Date
WO2001023711A1 true WO2001023711A1 (fr) 2001-04-05

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Application Number Title Priority Date Filing Date
PCT/JP1999/005293 WO2001023711A1 (fr) 1998-07-16 1999-09-28 Procede de renforcement des sols

Country Status (5)

Country Link
EP (1) EP1223306B1 (fr)
AT (1) ATE300662T1 (fr)
DE (1) DE69926410T2 (fr)
ES (1) ES2245119T3 (fr)
WO (1) WO2001023711A1 (fr)

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CN106351595A (zh) * 2016-09-26 2017-01-25 湖南文理学院 混联多杆变胞钻车联动排渣装置
CN107143338A (zh) * 2017-06-28 2017-09-08 陕西煤业化工技术研究院有限责任公司 一种煤矿巷道掘进及支护方法
CN108412518A (zh) * 2018-05-11 2018-08-17 沈阳建筑大学 一种具有定向定层注浆功能的双套筒钻杆及其施工方法

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ITRM20130034A1 (it) * 2013-01-21 2014-07-22 Giampaolo Capaldini Metodo e sistema di stabilizzazione di un fronte di scavo.
WO2016183645A1 (fr) * 2015-05-15 2016-11-24 Dos Santos Márcio Procédé et dispositif pour le traitement de tunnels au moyen de d'enfilages tubulaires avec auto-revêtement et auto-injection
US9840913B1 (en) 2015-10-22 2017-12-12 X Development Llc Device, system and method for reinforcing a tunnel
CN106194174B (zh) * 2016-09-26 2018-01-30 湖南文理学院 一种钻车粗滤器变胞联动排渣装置
CN106437571B (zh) * 2016-09-26 2018-08-14 湖南文理学院 一种使用多杆变胞机构的钻车粗滤联动排渣装置
CN106194175B (zh) * 2016-09-26 2018-03-02 湖南文理学院 串联多杆变胞钻车联动粗滤排渣装置
CN107842384A (zh) * 2017-12-18 2018-03-27 中国矿业大学 一种中空螺旋锚杆的同步锚及钻锚方法
CN112065463A (zh) * 2020-09-14 2020-12-11 嘉兴博睿创业服务有限公司 用于隧道施工的隧道导管顶进装置

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0131675Y2 (fr) * 1982-05-18 1989-09-28
JPH094365A (ja) * 1995-06-19 1997-01-07 K F C:Kk トンネルの長尺先受工法及びその長尺先受パイル
JPH09184400A (ja) * 1995-12-28 1997-07-15 Katetsukusu:Kk 自穿孔ボルト
JPH10212893A (ja) * 1997-01-31 1998-08-11 Ohbayashi Corp 地山削孔工法における排土方法
JPH11173061A (ja) * 1997-12-12 1999-06-29 Ohbayashi Corp 水抜き工法
JPH11182173A (ja) * 1997-12-19 1999-07-06 Sasaki Giken:Kk 無拡幅鋼管先受式掘削方法

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0131675Y2 (fr) * 1982-05-18 1989-09-28
JPH094365A (ja) * 1995-06-19 1997-01-07 K F C:Kk トンネルの長尺先受工法及びその長尺先受パイル
JPH09184400A (ja) * 1995-12-28 1997-07-15 Katetsukusu:Kk 自穿孔ボルト
JPH10212893A (ja) * 1997-01-31 1998-08-11 Ohbayashi Corp 地山削孔工法における排土方法
JPH11173061A (ja) * 1997-12-12 1999-06-29 Ohbayashi Corp 水抜き工法
JPH11182173A (ja) * 1997-12-19 1999-07-06 Sasaki Giken:Kk 無拡幅鋼管先受式掘削方法

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106285525A (zh) * 2016-09-26 2017-01-04 湖南文理学院 一种使用双曲柄滑块变胞机构的钻车粗滤联动排渣装置
CN106351595A (zh) * 2016-09-26 2017-01-25 湖南文理学院 混联多杆变胞钻车联动排渣装置
CN106285525B (zh) * 2016-09-26 2018-11-16 湖南文理学院 一种使用双曲柄滑块变胞机构的钻车粗滤联动排渣装置
CN106351595B (zh) * 2016-09-26 2018-11-16 湖南文理学院 混联多杆变胞钻车联动排渣装置
CN107143338A (zh) * 2017-06-28 2017-09-08 陕西煤业化工技术研究院有限责任公司 一种煤矿巷道掘进及支护方法
CN107143338B (zh) * 2017-06-28 2018-12-25 陕西煤业化工技术研究院有限责任公司 一种煤矿巷道掘进及支护方法
CN108412518A (zh) * 2018-05-11 2018-08-17 沈阳建筑大学 一种具有定向定层注浆功能的双套筒钻杆及其施工方法
CN108412518B (zh) * 2018-05-11 2024-03-29 沈阳建筑大学 一种具有定向定层注浆功能的双套筒钻杆及其施工方法

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ATE300662T1 (de) 2005-08-15
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