DE69926410T2 - Soil reinforcement method - Google Patents

Soil reinforcement method

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Publication number
DE69926410T2
DE69926410T2 DE69926410T DE69926410T DE69926410T2 DE 69926410 T2 DE69926410 T2 DE 69926410T2 DE 69926410 T DE69926410 T DE 69926410T DE 69926410 T DE69926410 T DE 69926410T DE 69926410 T2 DE69926410 T2 DE 69926410T2
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DE
Germany
Prior art keywords
tube
reinforcing
tunnel
pipe
ground
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.)
Expired - Lifetime
Application number
DE69926410T
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German (de)
Other versions
DE69926410D1 (en
Inventor
Toru Haba
Yukio Kakiuchi
Tsutomu Matsuo
Yoshio Mitarashi
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
KFC Ltd
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
Application filed by KFC Ltd filed Critical KFC Ltd
Priority to PCT/JP1999/005293 priority Critical patent/WO2001023711A1/en
Application granted granted Critical
Publication of DE69926410D1 publication Critical patent/DE69926410D1/en
Publication of DE69926410T2 publication Critical patent/DE69926410T2/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00Setting anchoring-bolts
    • E21D20/02Setting anchoring-bolts with provisions for grouting
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21BEARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B7/00Special methods or apparatus for drilling
    • E21B7/20Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/001Improving soil or rock, e.g. by freezing; Injections
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/04Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for

Description

  • technical area
  • The The present invention relates to a soil reinforcement method, like pre-picking and the surface reinforcing method, which as Vorbodenverstärkungsverfahren when digging a tunnel or a cavity application find. The invention particularly relates to a soil reinforcement method, which is applicable in bad geological conditions.
  • State of technology
  • At the usual Tunneling, the portal frame is selectively provided in an area that any inclined surface excludes which are unstable due to their landscape form and geology is, but for some time, the tendency is that the positions the portal frame without regard be planned for the place or the geology. After the conventional Procedure is in a place with bad geological conditions the section of the route short, short pre-piling is used about self-bearing ability to increase the chamber ceiling, and short resin bolts are used to self-bearing ability the surfaces of the Chamber to improve, so that the soil in the area more stabilized is. However, for some years, such cases often become a soil pre-piling manufacturing process with long pegging pipes or a surface strengthening method used with resin bolts to reinforce the ground in advance, the is in front of the tunnel chamber.
  • To the soil pre-piling procedure and the surface reinforcement method the floor in front of the chamber will be over a long time Length attached, so that it can be prevented in advance that the soil dissolves, and the pre-piling length is greater than the conventional short Oberflächenvoarverpfählungsaufbau. The soil pre-piling construction is characterized in that various drilling methods with long pardon steerers carried out and that also the long surface reinforcement construction with resin bolts is provided in various forms.
  • The Injection type of long-piling (AGF method or pipe shielding method) is an example of such a ground pre-piling method. According to the AGF method or the pipe shielding method, which has a drill jumbo or the like for Use the tunnel excavation to drill the hole with a drill bit carried out, whose diameter widened and at the pointed end of a Boring bar is fixed and which has a size larger than that Size of one Steel pipe is when water is purged from the rock drill, the steel tubes with a size of about 3 m successively supplied and with the progression of drilling through the double boring process be connected, the steel pipes laid for a long length become. The steel pipes used for a prescribed length are laid in the ground, and a solidification material becomes in the surrounding soil over the steel pipes injected so that the soil is more stabilized.
  • 9 FIG. 12 is a schematic diagram showing how the tunnel bottom pre-piling method is performed by the AGF method or the pipe shielding method. After the AGF process or the pipe shielding process becomes a steel pipe 1 from the inside (the bottom side in 9 ) in a steel tunnel support 2 at the tunneling chamber F by means of a tunnel boring bucket or the like, which are not shown laid. The steel pipe 1 is laid with an inclination angle T of about 5 °, so that the steel pipe 1 in a minimum distance to the rear side of the steel tunnel supports 2 positioned in front of the chamber. In order to secure the laying angle, a widthwise extended section S, about 6 m high, is provided for guiding the sheath length of the tunnel boring trolley, and with the lower end of the steel tunnel supports 2 , which are already installed in the immediate vicinity of the chamber F as a slat, are the steel tubes 1 laid one after the other along the entire length at prescribed intervals.
  • Under the AGF method or the pipe shielding method, there is the AGV-P method in which a resin pipe (vinyl chloride pipe) is laid as the pipe at the end of the steel pipes. 10 Fig. 12 is a schematic diagram showing how the tunnel bottom pre-spiking structure is performed by the AGF-P method. After the AGF-P method with the tunnel boring machine or the like, which is not shown, the steel pipe becomes 1 relocated by it from the inside of the steel tunnel support 2 which is already built in the immediate vicinity of the tunnel chamber F. The steel pipe 1 will be at the back of the steel tunnel supports 2 provided in front of the chamber, a resin pipe (vinyl chloride pipe) is referred to as the pipe at the end of the steel pipes 1 placed, the resin pipe is temporarily sunk in a position that prevents the steel tunnel support 2 in the tunnel excavation in the area within the three tunnel supports (three tunnel supports 2a . 2 B and 2c ) in front of the chamber and at an inclination angle T of approximately 10 ° on the condition that it will be removed during the construction of the tunnel supports. After the process, the steel pipes are laid at prescribed intervals, with the lower end of the steel tunnel support in the immediate vicinity of the chamber F serving as a sill without providing a widthwise extended portion in the tunnel cross section, and the steel pipes become over the entire length Length except for the pipe used on the tail.
  • If The geological conditions are bad, are as an example the long surface reinforcement structure the walls the drilled holes for insertion not self-supporting the bolt, and therefore become self-drilling resin bolts introduced, or long hollow resin bolts are inserted successively, though the drilling by a double pipe method with a dedicated Machine (drill) is performed. The surface reinforcement structure is necessarily carried out with short resin bolts. The Bolts for the surface reinforcement structure are used glass fiber reinforced resin bolts, the one Diameter of 22 mm to 32 mm, and if the walls through a long-size structure for 8 or More meters are self-supporting, connectors for the connection used. Therefore, the drilled holes often have a diameter up, about 75 mm in size.
  • 11 Fig. 3 is a schematic diagram showing how the surface reinforcement build-up is performed with a dedicated machine (drill) using the dedicated machine 5 long hollow resin bolts 6 be introduced successively by the double drilling. The outer tube sheath is retracted after the entire length of the long hollow resin stud 6 was introduced. The introduced long hollow resin studs 6 are laid in the ground, and a solidification material is poured into the surrounding soil via the hollow resin bolts 6 injected in the holes H to be fixed by this method.
  • JP 11-182173 discloses a modified example of the AGF-P process. In JP 11-182173 contains the composite bodies the steel pipe, the connecting part and the resin pipe. While that Casing tube removably adapted to the outside of the resin tube is the drill with the tubular steel driving device over the Rod is connected, in the composite body of the back of the Sheath tube introduced and the composite body is inserted into the steel tube driving device. When the cutting edges of the drill are located inside the composite body, the diameters of the cutting edges are reduced, so that the Cutting edges a setting movement inside the compound body carry out can. If the cutting edges in the ground grip, the diameters of the Cutting edges extended to greater than the outer diameter to be the steel pipe. The drive load for driving the together quantitative body, the back of the jacket tube is added through the steel tube driver, is attached to the back end surface of the Connecting part, which is attached to the steel pipe, over the Top end surface of the Transfer jacketing tube. After the sheath tube has been removed from the resin tube, the resin pipe with the excavation zone dug out, in front of the front surface located. Furthermore, JP 9-184400 discloses self-drilling bolts, the one tubular Having rod, which consist of fiber-reinforced, thermosetting resin.
  • To this injection type pre-piling method (AGF process or pipe shielding process) becomes the steel pipe laid with an inclination angle of about 5 °, so that the pipe with the drill jumbo or the like at a minimum distance from the back the steel tunnel support positioned in front of the tunnel chamber. To the To ensure minimum installation angle, an area should be extended Cross-section width, approximately 6 m, for the guide sheath length of the drill jumbo be provided. This increases the additional Excavation and the amount of material, such. As concrete, for the extended Width of the tunnel cross-section and the workload, such. B. the Tunnel excavation, increased yourself. In particular, a space larger than the size of the cross section is, dug and provided with tunnel supports and linings, which is very unfavorable.
  • After the tunnel bottom pre-spiking structure by the AGF-P method (one of the tube jacketing methods), a number of steel tubes are laid while being pressed at predetermined intervals along the outer circumference of the tunnel cross section in front of the tunnel chamber, without the widthwise expanded area in tunnel section is provided while drilling with a drill bit whose diameter is widened and which is attached to the tip end of the drill rod. At the same time, the pipe at the end piece is a resin pipe (vinyl chloride pipe) and it should be laid under the condition that it should be removed later, at the inclination angle of about 10 °, which should be within the range of about three supports are in front of the chamber. Therefore, the distance D between the steel tunnel supports and the steel pipe in the overlapping portion (which is in FIG 12 gezeig section W), the bottom under the steel pipe at the part may be released depending on the circumstances of the ground, and the resin pipe (vinyl chloride pipe) at the end piece for holding may not be strong enough or the degree of soil improvement may be adversely affected. In this case, individual pre-piling gains are necessary, thereby increasing the amount of reinforcing material and the workload.
  • at under the surface reinforcement method Bad geological conditions are the walls of the drilled holes Inserting the bolt is not self-supporting, and therefore is a dedicated Machine (drill) necessary. The machine will become one Number of long hollow resin bolts successively in the sheaths through introduced the double pipe drilling, and then the sheath tubes are withdrawn one by one. The method has the problem that the design cost and the design time increases become.
  • The The present invention is directed to a solution of these disadvantages, which with the conventional one It provides an efficient soil strengthening process ready, which always allows to continue a stable tunnel excavation, without the tunnel cross-section being extended if a long pre-piling setup at the minimum distances between the tubes and the tunnel reinforcements to reinforce the Bodens performed and without having a dedicated machine in a surface reinforcement process needed becomes.
  • epiphany the invention
  • The Soil reinforcement method according to the present invention is directed to a solution of these disadvantages and has the following properties.
  • Especially is according to the present invention, a tubular rod, which is a pad end region which is attached to a rock drill, and a Boring head, which is mounted at its pointed end, in housed a tube, wherein the drilling in the ground at a predetermined position in the outer edge region the chamber and / or the outside in the excavation of a tunnel or the like is performed while successively the tubes and the boring bars are fed and connected, wherein the pipe with the drive of the boring bar pushed forward and into the ground with the tube as a reinforcing tube in a predetermined position is laid in the ground, during or after the laying of the Pipe the drill rod is pulled out and pulled in and then one Solidification material is injected in the surrounding soil via the pipe, to reinforce the soil by doing so characterized in that the tube is made of fiber reinforced resin, a ring drill, which has a drilling function and the one Diameter larger than the outer diameter of the pipe is just behind the end of the pipe and outside the pipe is attached, and that the pipe, which is removable directly or indirectly in engagement with the drill bit is in the ground through the drill head is driven.
  • To Another aspect of the invention is a soil reinforcement method provided, with a tunnel forward in the reinforced floor is dug, wherein the reinforcing tube, which is exposed in the tunnel room formed at the time one after the other while a tunnel support along the inner surface of the tunnel is built, with the pipe propelled and in the Floor is brought while the pipe to the front at a predetermined angle to the Excavation propulsion direction of the tunnel space on the inner side as the already built tunnel supports is directed.
  • To Another aspect of the invention is a soil reinforcement method provided in which the pipe is propelled and into the ground of the surface in the front in the excavation propulsion direction of the tunnel is brought and in which the introduced reinforcing tube with a number cut away from pipes one after the other and completely in Course of the excavation is removed.
  • To Another aspect of the present invention is a Soil reinforcement method provided in which the tube of resin and reinforcing fibers wherein the resin is unsaturated polyester, epoxy, Vinyl ethers or the like and the reinforcing fibers glass fibers, carbon fibers or aramid fibers or the like.
  • To Another aspect of the present invention is a Soil reinforcement method provided in which attached to the reinforcing tube of the annular drill is having a drilling function at its pointed end, and that contains a number of tubes, which have a thread at both ends, and connected to each other can be wherein an adhesive is attached to the threaded parts in the connection and then a sleeve for the connection is used.
  • According to another aspect of the present invention, there is provided a floor reinforcing method in which the reinforcing pipe is made of a pipe with an injection material outlet port and has an inner diameter in the range of 60 mm to 120 mm and a length in the range of 1 m to 12 m.
  • To Another aspect of the invention is a soil reinforcement method provided in which the reinforcing tube is driven, the pad end region of the drill rod on the rock drill over a Rotary arm is attached, the injection material can be supplied, wherein a cement-based injection material is purged over the rotary arm, to reinforce the floor in the vicinity of the reinforcing tube, and wherein the reinforcing tube placed in a predetermined position in the ground.
  • Short description the drawings
  • 1 Fig. 12 is a schematic longitudinal cross section showing a pre-piling reinforcing method according to a first embodiment of the present invention using a resin tube reinforced with high-strength glass fiber;
  • 2 FIG. 12 is a cross-sectional view illustrating the pre-piling gain at the in. FIG 1 shown tunnel chamber shows;
  • 3 Fig. 10 is an overview showing a resin tube reinforced with high-strength glass fiber and a drilling machine according to an embodiment;
  • 4 Fig. 10 is a partial cross-sectional view showing an example of the bonding portion of a high-strength glass fiber reinforced resin pipe and a sleeve;
  • 5 Fig. 12 is a schematic longitudinal cross-sectional view showing an example of a surface reinforcing method using a high-strength glass fiber reinforced resin tube;
  • 6 is a cross-sectional view that shows how the outside of the 5 shown tunnel chamber is amplified;
  • 7 Fig. 10 is a cross-sectional view showing a valve injection method;
  • 8th Fig. 10 is a cross-sectional view showing a rotary arm injection method;
  • 9 Fig. 12 is a schematic diagram showing an example of a steel pipe pre-piling method according to a conventional AGF method;
  • 10 Fig. 12 is a schematic diagram showing an example of a steel pipe pre-piling method according to a conventional AGF-P method; and
  • 11 Fig. 10 is a schematic diagram showing an example of a conventional surface enhancement method with a dedicated machine.
  • Best execution the invention
  • The Soil reinforcement method according to an embodiment of the present invention shown in the drawings, will now be described in detail.
  • 1 Fig. 12 is a schematic diagram showing how the upper portion of a tunnel is subjected to pre-piling reinforcement by the pre-piling reinforcing method according to a first embodiment of the ground reinforcing method of the present invention, and there is a tunneling large-size trolley 10 provided near the tunnel chamber at the hanging robe of the tunnel. The pointed end of the guide sheath 10a of the tunnel boring trolley 10 gets onto the bottom end of the steel tunnel support 12 set in the immediate vicinity of the chamber wall 50 is built after the excavation.
  • According to the embodiment, the dug wall surface between the surface 15 in the direction of the longitudinal section of the tunnel and the steel tunnel support (H - 200 × 200) 12a in the immediate vicinity with a primary shotcrete (t = 50 mm) 13 filled, and then a secondary shotcrete (t = 200 mm) 14 also in a predetermined lining thickness farther in a rear between the steel tunnel supports 12 already built at a distance of 1 m. The chamber surface 15 also with a shotcrete (t = 100 mm) 16 provided and the area 15 has an opening (not shown) that has been drilled in advance and that has a diameter of about 120 mm and a depth of about 300 mm in the ground in a predetermined position (see FIG 2 ) at the lower end of the steel tunnel support 12a which is positioned along the outer periphery of the chamber.
  • It Note that the pre-drilled hole is used to make a to provide a leak-preventing gap greater than that Steel tube on the mouthpiece is that the steel pipe surrounds where a solidifying material could leak to to complete it against a leak, when the solidification material in the soil surrounding the pipe over a reinforcing tube is injected, as later described, is relocated.
  • According to the embodiment is on the guide sheath 10a , in the 1 is shown, a reinforcing tube 11 mounted made of fiber reinforced resin (FRP) and in particular of glass fiber reinforced resin (GFRP). At the pointed end of the reinforcing tube 11 a ring drill (not shown) is mounted which has a drilling function and a diameter greater than the size of the reinforcing tube 11 is while the boring bar, which has the function of transmitting the impact force and the rotational force on the ring borer and a function of the drilling aid, into the reinforcing tube 11 brought and connected to the rock drill, as will be described later.
  • The guide sheath 10a is set at such an inclination angle (from 3 ° to 6 °, preferably about 5 °), so that the reinforcing tube 11 forwards the fourth steel tunnel support in front of the chamber, one of the leading bore position of the chamber surface 15 is counted. A series of four coupled reinforcement tubes 11 is laid in the ground, which is located in front of the chamber, where the tip end of the guide casing 10a is set. According to the embodiment, a number of reinforcing tubes 11 , each 3 m long, coupled and the reinforcing tubes are made over the entire length of glass fiber reinforced resin. In the floor around the already installed reinforcement pipes 11 For example, an improved zone is formed by injecting a solidification material over the entire length, and a bottom reinforcing effect can be expected as the result of the pre-piling design. Soil injection will be described later in detail.
  • 3 Fig. 3 is an illustration to show how, according to the invention, drilling with the reinforcing tube 11 which is made of glass fiber reinforced resin and which is driven. According to the embodiment, the reinforcing tube 11 an outer diameter of 70 mm, an inner diameter of 60 mm and a length of 3 m. A ring drill 20 with a drilling function is via a pipe shoe 21 at the tip end of the reinforcing tube 11 attached to the head while a boring bar 22 with a drill assist function in the reinforcement tube 11 is housed, taking a drill 22a mounted on the pointed end of the ring drill 20 protrudes to the front.
  • The drill 22a the drill rod is removably engaged with the ring drill 20 and the pipe shoe 21 whereas the base end side of the drill rod 22 with the connecting rod 23a of the rock drill 23 with a shank sleeve 24 connected is. Thus, when the drilling work is performed, the impact force and the rotational force from the rock drill become 23 on the drill 22a and the ring drill 20 over the boring bar 22 transferred, and the drilling is done by the boring bar 22 performed on the guide sheath 10a in one piece with the rock drill in conjunction with the feed operation of the rock drill 23 slides. As the drilling progresses, the drill drags 22a the reinforcing tube 11 with it over the ring drill 20 and the pipe shoe 21 is engaged, and thus the reinforcing tube 11 propelled and relocated. It should be noted that this drill 22a can pull the reinforcement tube directly.
  • During this drilling, the ring drill drills 20 an opening that is larger in size than the outer diameter of the reinforcing tube 11 has, and the reinforcing tube 11 is thus drawn smoothly. Accordingly, despite its inferiority in stiffness to a steel pipe and its long length, the reinforcing pipe 11 made of a fiber-reinforced resin, simply at a predetermined inclination angle (which is smaller than that according to the conventional AGF method or the pipe shielding method) in a predetermined position in the ground by the drawing operations of the tip 22a , which is positioned at the beginning of the opening, and by the function of the leading ring borer 20 be laid to expand the diameter.
  • If the tunnel supports 12 during the excavation of the tunnel to the position of a new area 15 ' be built one after the other by the painted line in 1 Therefore, the supports can be constructed with minimum clearance without expanding the width of the cross section unlike the conventional method, so that the tunnel excavation is stable. The thus laid reinforcing tubes 11 are made of fiber reinforced resin over the entire length and therefore the part that prevents the supports from being built can be easily cut and removed as required by the drilling process.
  • It should be noted that after the reinforcing tubes 11 were laid, the drill 22a can turn in the opposite direction, allowing the engagement between the ring drill 20 and the pipe shoe 21 is solved, the boring bar 22 is released from them and the boring bar 22 including this drill 22a pulled out and from the reinforcing tubes 11 is withdrawn. The space in the reinforcement tubes 11 was created after the boring bar 22 is pulled out, is used as an injection path for the solidification material.
  • 4 shows an example of how the ampl kung pipes 11 be connected to carry out the method. According to the first embodiment, the foremost pipe, the following intermediate pipes and the end pipe are glass fiber reinforced resin pipes having an outer diameter of 70 mm, an inner diameter of 60 mm and a length of 3 m. There is a connection part 11a provided with a cutting thread having a V-shaped cross section to minimize cross-sectional defects at both ends, a coupling sleeve 25 , which is made of aluminum and provided with a V-shaped raised cutting thread and a resin-based adhesive, which is attached when connecting to improve the strength of the connecting part. A number of pipe rods 22 and reinforcing tubes 11 fiberglass-reinforced resin are joined together in sequence, driven and laid along the entire length at the same time as the drilling work, so that the reinforcing tubes can be laid out of high-strength, glass fiber-reinforced resin over the entire length.
  • The 5 and 6 13 are schematic diagrams showing how the side reinforcing structure is performed at the upper portion of the tunnel in a side reinforcing method according to a second embodiment of the floor reinforcing method according to the present invention. As in 5 shown, there is a large tunneling drilling rig 10 near the chamber at the hanging robe of the tunnel.
  • The top end of the guide sheath 10a of the tunnel boring trolley 10 gets to the chamber side 15 set after the tunnel excavation. According to the embodiment, the page 15 in the direction of the longitudinal section of the tunnel with shotcrete (t = 100 mm) 16 and an opening (not shown) having a diameter of about 120 mm and a depth of about 300 mm in the bottom at a predetermined position in the side is drilled in advance.
  • Similar to the first, in 1 shown and described above is to the in 5 shown guide sheath 10a the reinforcing tube 11 attached, which is made of fiberglass reinforced resin and provided with a (not shown) annular drill, which has a drilling function at the tip end, and a boring bar with the function of transmitting the rotational force and impact force on the annular drill and the Bohrunterstützungsfunktion is on the rock drill appropriate. The guide sheath 10a is provided at such a tilt angle that the mud is not prevented from emerging during drilling from the leading boring positions of the chamber side in the ground which is in front of the chamber. A series of four connected reinforcing tubes are already laid in the floor, which is in front of the chamber where the tip end of the guide sheath 10a is set.
  • According to this embodiment, a number of reinforcing tubes each 3 m in length are coupled, and the reinforcing tubes are made of glass fiber reinforced resin over the entire length. In the floor around the already installed reinforcement pipes 11 For example, an anchoring zone is formed by injecting a solidifying material over the entire length, and a bottom reinforcing effect as the result of the side reinforcing structure can be expected. Soil injection will be described later in detail.
  • The method of driving / drilling with the reinforcing tubes 11 and the method for connecting the reinforcing tubes 11 are the same as for the pre-tillage soil reinforcement method according to the in 1 to 4 1, and the methods will not be described in detail.
  • The reinforcing tubes 11 according to this first and this second embodiment are subjected to the same injection method. As an example of the injection methods at the tunneling chamber position according to the present invention, a subsequent injection, a valve injection method and a previous injection, a rotary arm injection method, will be described.
  • 7 shows an example of the valve injection method and the distance (mouth part) between the back end part of one of the end pieces of the reinforcing tubes 11 which are routed over the entire length as described above, and the leading well area which, as described above, is waste 28 or the like, which are impregnated with a urethane-based chemical agent, so that the solidification material can be prevented from leaking.
  • The solidifying agent is passed over the reinforcing tubes 11 injected, which are laid over the entire length, as described above for the injection tube. The reinforcing tubes 11 are therefore with filter openings 11c at predetermined intervals, as in 4 (b) shown, provided. At the rear end of one of the end pieces of the reinforcing tubes 11 is an injector 29 , as in 7 shown, and the solidification material is in the reinforcing tubes 11 via the injection valve described above 29 from an injection hose 31 introduced, with an injection device 30 connected is. The solidification material entering the reinforcing tubes 11 was introduced, one after the other from the filter openings 11c the reinforcement tube 11 emanated, injected into the ground and solidified, leaving the reinforcing tubes 11 and the surrounding soil is coherently reinforced.
  • Meanwhile, shows 8th an example of the rotary arm injection method and to the reinforcing tubes 11 is the ring drill described above 20 attached, which has the drilling function at its pointed end. As the drilling progresses, a number of rods become 22 and the reinforcing tubes 11 one after the other over the entire length connected, driven and laid. In the case of valve injection, the drilling operations are performed while water or air from the rock drill passes over the drill rod 22 is flowed, which have a Bohrunterstützungsfunktion.
  • If, however, the injection by the Dreharmmethode, such as 8th is performed, a cement based injection material via a rotary arm 33 Having flown over the rock drill during the drilling operations, the wall surrounding the reinforcing tubes during the drilling operations is stabilized to reinforce the ground and becomes the reinforcing tubes 11 laid over the entire length. Then, the distance (mouth area) between the back end of an end piece of the reinforcing tubes 11 and the leading wellbore area described above by wastes 28 closed, similar to the one in 7 are impregnated with a urethane-based chemical agent so that the solidification material can be prevented from escaping, and the solidification material is injected. For injecting the solidifying material, the reinforcing tubes are used as the injection tube 11 used, which, as described above, were laid along the entire length.
  • The injection valve is at the rear end of an end piece of the reinforcing tubes 11 mounted and the injection material passes through the injection valve from the injection hose, which is set on the injector (not shown), it is from the filter openings 11c the reinforcing tubes 11 emanated, it is injected into the ground and solidified, leaving the reinforcing pipes 11 and reinforcing the surrounding soil together.
  • commercial applicability
  • As explained in advance, According to the present invention, a number of tubes, such. B. high strength, glass fiber reinforced Resin pipes, which can be cut, in the bottom as reinforcing pipes for a long pre-pegging over the whole Length laid, without using a dedicated machine and a solidification material can over the entire length in the soil surrounding the pipes, over the reinforcing pipe be injected. As a result, the arrangement angle of the reinforcing tube be limited to a small value, the size of the tunnel cross-section not stretched while the long pre-piling boost structure can be provided, wherein the distance between the reinforcing tube and the tunnel supports minimized becomes. Because the pre-piling reinforcement tube in the excavation area during The excavation of the tunnel can be cut, the steel tunnel supports simply be built in the same cross-section. Therefore, the Time and the cost of reduces an auxiliary construction method such as the reinforcement method and work efficiency can be improved.
  • at the side reinforcing structure are a number of tubes, such. B. high strength glass reinforced resin pipes, which can be cut in the ground as a reinforcing tube for reinforcement the page over the entire length laid without using a dedicated machine, and over the reinforcing tube can be a solidification material over the entire length be injected into the soil surrounding the pipes. As a result, it is not, as with the conventional one Procedure necessary when amplifying the side of the sheath pipes by the double pipe drilling with a to extract the intended machine. This makes it possible that the process is carried out easily and stably, that the work efficiency is improved and that reduces design time and costs become.

Claims (7)

  1. Soil reinforcement method, wherein a boring bar ( 22 ) having a pad end portion attached to a rock drill ( 23 ), and a drill head ( 22a ), which is attached at its tip end, in a tube ( 11 ), wherein the drilling in the ground is performed at a predetermined position in the outer periphery of the chamber and / or the outside at the excavation of a tunnel or the like, while successively the tubes ( 11 ) and the boring bars ( 22 ) are connected and connected, wherein the pipe ( 11 ) with the advance of the drill rod ( 22 ) is driven forward and brought into the ground, whereby the pipe ( 11 ) as a reinforcing tube ( 11 ) is placed in a predetermined position in the ground, wherein during or after the introduction of the tube ( 11 ) the boring bar ( 22 ) and retracted and then a solidification material in the surrounding soil over the pipe ( 11 ) is injected to reinforce the soil, characterized in that the tube ( 11 ) made of fiber reinforced resin that is a Ring drill ( 20 ) having a drilling function and having a diameter which is greater than the outer diameter of the tube, just behind the end of the tube ( 11 ) and outside the tube ( 11 ) and that the pipe ( 11 ), which can be removed directly or indirectly into engagement with the drill head ( 22a ) is in the ground through the drill head ( 22a ) is driven.
  2. A floor reinforcement method according to claim 1, wherein the tunnel is dug forward into the reinforced floor, the reinforcement pipe (16) 11 ) which is exposed in the tunnel space formed at the time, is successively cut away, while a tunnel support (FIG. 12 ) is built along the inner surface of the tunnel, wherein the tube ( 11 ) and brought into the ground while the pipe ( 11 ) to the front side at a predetermined angle to the excavation direction direction of the tunnel space on the inner side than the already built tunnel supports ( 12 ).
  3. A soil strengthening method according to claim 1, wherein the tube ( 11 ) and is brought into the ground from the surface to the front in the excavation advancing direction of the tunnel, and wherein the inserted reinforcing tube (14) 11 ) with a number of tubes ( 11 ) is cut away one after the other and completely removed during excavation.
  4. Ground reinforcement method according to claim 1, characterized in that the pipe ( 11 ) is made of resin and reinforcing fibers, wherein the resin is unsaturated polyester, epoxy, vinyl ether or the like and the reinforcing fibers are glass fibers, carbon fibers or aramid fibers or the like.
  5. Ground reinforcing method according to claim 1, characterized in that on the reinforcing tube ( 11 ) the ring drill ( 20 ) having a drilling function at its tip end and having a number of tubes ( 11 ), which are threaded at both ends and which can be connected to each other, wherein an adhesive is applied to the threaded parts in the connection and then a sleeve ( 25 ) is used for the connection.
  6. Ground reinforcing method according to claim 1, characterized in that the reinforcing tube ( 11 ) from a pipe ( 11 ) with an outlet opening ( 11c ) for an injection material and having an inner diameter in the range of 60 mm to 120 mm and a length in the range of 1 m to 12 m.
  7. Ground reinforcing method according to claim 1, characterized in that when the reinforcing tube ( 11 ), the bottom end area of the drill rod ( 22 ) on the rock drill ( 23 ) via a rotary arm ( 33 ), which can supply an injection material, wherein a cement-based injection material via the rotary arm ( 33 ) is flushed to the floor in the vicinity of the reinforcing tube ( 11 ), and wherein the reinforcing tube ( 11 ) is placed in a predetermined position in the ground.
DE69926410T 1998-07-16 1999-09-28 Soil reinforcement method Expired - Lifetime DE69926410T2 (en)

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ITRM20130034A1 (en) * 2013-01-21 2014-07-22 Giampaolo Capaldini Method and System Stabilization of an excavation face.
WO2016183645A1 (en) * 2015-05-15 2016-11-24 Dos Santos Márcio Tunnel treatment method and device with self-lined and self-injectable pipe-roofing
US9840913B1 (en) 2015-10-22 2017-12-12 X Development Llc Device, system and method for reinforcing a tunnel
CN106285525B (en) * 2016-09-26 2018-11-16 湖南文理学院 A kind of drill carriage coarse filtration linkage slag-draining device using double-crank sliding block metamorphic mechanisms
CN106351595B (en) * 2016-09-26 2018-11-16 湖南文理学院 The more bars of mixed connection become born of the same parents' drill carriage linkage slag-draining device
CN106194174B (en) * 2016-09-26 2018-01-30 湖南文理学院 A kind of drill carriage coarse filter becomes born of the same parents' linkage slag-draining device
CN106437571B (en) * 2016-09-26 2018-08-14 湖南文理学院 A kind of drill carriage coarse filtration linkage slag-draining device using more bar metamorphic mechanisms
CN106194175B (en) * 2016-09-26 2018-03-02 湖南文理学院 More bars of connecting become born of the same parents' drill carriage linkage coarse filtration slag-draining device
CN107143338B (en) * 2017-06-28 2018-12-25 陕西煤业化工技术研究院有限责任公司 A kind of coal mine roadway driving and method for protecting support
CN107842384A (en) * 2017-12-18 2018-03-27 中国矿业大学 The synchronous anchor and brill anchor method of a kind of hollow screw anchor pole

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JPH0131675Y2 (en) * 1982-05-18 1989-09-28
JP3465071B2 (en) * 1995-06-19 2003-11-10 株式会社ケー・エフ・シー Long prefabrication method for tunnel and its long prefabricated pile
JP3251485B2 (en) * 1995-12-28 2002-01-28 株式会社カテックス Self drilling bolt
JPH10212893A (en) * 1997-01-31 1998-08-11 Ohbayashi Corp Earth removal method in method of bedrock drilling construction
JP3198087B2 (en) * 1997-12-12 2001-08-13 亀山ビット株式会社 Drainage method
JP3030012B2 (en) * 1997-12-19 2000-04-10 三建貿易株式会社 Non-widening steel pipe tip receiving drilling method

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AT300662T (en) 2005-08-15
ES2245119T3 (en) 2005-12-16
EP1223306A1 (en) 2002-07-17
EP1223306B1 (en) 2005-07-27
EP1223306A4 (en) 2003-01-02
WO2001023711A1 (en) 2001-04-05

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