EP1223306A1 - Ground reinforcing method - Google Patents

Ground reinforcing method Download PDF

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Publication number
EP1223306A1
EP1223306A1 EP99944870A EP99944870A EP1223306A1 EP 1223306 A1 EP1223306 A1 EP 1223306A1 EP 99944870 A EP99944870 A EP 99944870A EP 99944870 A EP99944870 A EP 99944870A EP 1223306 A1 EP1223306 A1 EP 1223306A1
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EP
European Patent Office
Prior art keywords
pipe
natural ground
reinforcing
tunnel
bit
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
EP99944870A
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German (de)
French (fr)
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EP1223306B1 (en
EP1223306A4 (en
Inventor
Toru Haba
Yukio Kakiuchi
Tsutomu Matsuo
Yoshio Mitarashi
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KFC Ltd
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KFC Ltd
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Publication date
Application filed by KFC Ltd filed Critical KFC Ltd
Priority to PCT/JP1999/005293 priority Critical patent/WO2001023711A1/en
Priority claimed from PT99944870T external-priority patent/PT1223306E/en
Publication of EP1223306A1 publication Critical patent/EP1223306A1/en
Publication of EP1223306A4 publication Critical patent/EP1223306A4/en
Application granted granted Critical
Publication of EP1223306B1 publication Critical patent/EP1223306B1/en
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    • 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

Abstract

A natural ground reinforcing construction method applied in excavation of for example a tunnel or cavern, characterized in that a ring bit (20) having a drilling function is provided at a tip end of a pipe (11) made of fiber reinforced resin, a drill rod (22) having a base end portion mounted to a rock drill (10) and having a drill bit (22a) mounted at its tip end is stored in the pipe, the bit is detachably mounted directly or indirectly to the pipe, drilling is performed into natural ground in a prescribed position at the outer periphery of the stall and/or the face in excavation of a tunnel or the like while sequentially supplying and connecting the pipes (11) and the drill rods (22), as the drill bit advances, the pipe engaged with the bit is drawn, propelled and placed into the natural ground to be laid as a reinforcing pipe in a prescribed position in the natural ground, upon or after placing the pipe, the drill rod is pulled out and retracted and then a solidifying material is injected into the surrounding natural ground through the pipe to reinforce the natural ground. In this way, the natural ground can be reinforced well without expanding the width of the tunnel cross section.

Description

    Technical Field
  • The present invention relates to a natural ground reinforcing construction method such as fore-piling and face reinforcing construction methods applied as a natural ground pre-reinforcing construction method at the time of excavating for example a tunnel or cavern. The invention particularly relates to a natural ground reinforcing construction method applicable in poor geological conditions.
  • Background Art
  • In conventional tunnel construction, the portal is selectively provided in a location excluding any inclined surface which is unstable for its landform and geology, but in recent years, portal positions tend to be planned regardless of the location or geology. According to conventional methods, the section of heading is small in a location in poor geological conditions, short fore-poling is employed in order to improve the self supportability of the stall crown, and short resin bolts are used for improving the self supportability of the stall face, so that the ground in the location is more stabilized. However, in recent years, in such cases, a natural ground fore-piling construction method using long fore-piling pipes or a face reinforcing construction method by resin bolts is often employed in advance to reinforce the natural ground ahead of the tunnel stall.
  • According to these natural ground fore-piling construction method and face reinforcing construction method, the natural ground ahead of the stall is fastened for a long length, so that the ground can be prevented from being loosened in advance, and the fore-piling length is greater than the conventional short fore-poling face reinforcing construction. The natural ground fore-piling construction characterized in its various drilling methods using the long fore-piling steel pipes is performed, and the long face reinforcing construction is also provided using resin bolts in various shapes.
  • The injection type long fore-piling construction method (AGF method or tube umbrella method) is an example of such a natural ground fore-piling construction method. According to the AGF method or the tube umbrella method, using a drill jumbo or the like for tunnel excavation, drilling is performed using a diameter widening drill bit attached at the tip end of a drill rod and having a size larger than the size of a steel pipe as water is flushed from the rock drill, steel pipes having a size of about 3 m are sequentially supplied and connected by the double-pipe method as the drilling work proceeds, and the steel pipes are placed for a long length. The steel pipes placed for a prescribed length are laid in the ground, and a solidifying material is injected into the surrounding ground through the steel pipes, so that the ground is more stabilized.
  • Fig. 11 is a schematic view showing how the tunnel ground fore-piling construction according to the AGF method or the tube umbrella method is performed. According to the AGF method or the tube umbrella method, a steel pipe 1 is placed from the inside (the lower side in Fig. 11) of a steel tunnel support 2 at the tunnel stall F using a drill jumbo or the like which is not shown. The steel pipe 1 is placed at an angle of elevation T of about 5° so that the steel pipe 1 is positioned at a minimum distance from the back of steel tunnel supports 2 to be built ahead of the stall. In order to secure the placing angle, a width-expanded section S about as large as 6 m for the guide shell length of the drill jumbo is provided, and using the lower end of the steel tunnel support 2 already built in the immediate vicinity of the stall F as a ruler, the steel pipes 1 are sequentially placed for the entire length at prescribed intervals.
  • Among the AGF methods or the tube umbrella methods, there is the AGF-P method according to which a resin pipe (vinyl chloride pipe) is laid as the pipe at the terminal end of the steel pipes. Fig. 12 is a schematic view showing how the tunnel ground fore-piling construction according to the AGF-P method is provided. Also according to the AGF-P method, using the drill jumbo or the like which is not shown, the steel pipe 1 is placed as it is pressed from the inside of the steel tunnel support 2 already built in the immediate vicinity of the tunnel stall F. The steel pipe 1 is provided at the back of the steel tunnel supports 2 to be build ahead of the stall, a resin pipe (vinyl chloride pipe) is laid as the pipe at the terminal end of the steel pipes 1, the resin pipe is provisionally buried in a position hindering the steel tunnel support 2 from being built in the tunnel excavation such as the range within three tunnel supports (three tunnel supports 2a, 2b, and 2c) ahead of the stall at an angle of elevation T of about 10° on the condition that it is to be removed at the time of building the tunnel supports. According to the method, the steel pipes are placed at prescribed intervals using the lower end of the steel tunnel support in the immediate vicinity of the stall F as a ruler without providing a width-expanded section in the tunnel cross section and steel pipes are used for the entire length except for the pipe at the terminal end.
  • Meanwhile, as an example of long face reinforcing construction, when the geological conditions are poor, the walls of drilled bolt inserting holes are not self supporting, and therefore self-boring resin bolts are inserted or long hollow resin bolts are sequentially inserted as drilling is performed by a double pipe method with a dedicated machine (boring machine). The face reinforcing construction is necessarily performed using short resin bolts. The bolts used for the face reinforcing construction is glassfiber reinforced resin bolts having a diameter from 22 mm to 32 mm, and when the walls are self supporting by long-size construction for 8 m or more, couplers are used for connection. Therefore, the drilled holes often have a diameter about as large as 75 mm.
  • Fig. 13 is a schematic view showing how face reinforcing construction is performed using a dedicated machine (boring machine), and using the dedicated machine 5, long hollow resin bolts 6 are sequentially inserted by the double pipe drilling. The outer pipe casing is retracted after the entire length of the long hollow resin bolt 6 is inserted. The inserted long hollow resin bolts 6 are laid in the natural ground, and a solidifying material is injected into the surrounding ground through the hollow resin bolts 6 in the holes H to be fixed according to this method.
  • According to the above described injection type fore-piling method (AGF method or tube umbrella method), the steel pipe is placed at an angle of elevation of about 5° so that the pipe is positioned at a minimum distance from the back of the steel tunnel support ahead of the tunnel stall using the drill jumbo or the like. In order to secure the minimum placing angle, a cross section width expanded section about as large as 6 m for the guide shell length of the drill jumbo should be provided. This increases extra excavation and the amount of the material such as concrete for the expanded width of the tunnel cross section, and the workload such as tunnel excavation increases. More specifically, a space larger than the size of the cross section as exactly necessary is excavated and provided with tunnel supports and lining, which is considerably wasteful.
  • According to the tunnel natural ground fore-piling construction by the AGF-P method( one of the tube umbrella methods), a plurality of steel pipes are placed as they are pressed at prescribed intervals along the outer periphery of the tunnel cross section ahead of the tunnel stall without providing the width expanded section in the tunnel cross section, while drilling with a diameter widening drill bit mounted at the tip end of the drill rod. At the time, the pipe at the terminal end is a resin pipe (vinyl chloride pipe) and should be placed at the angle of elevation of about 10° to be within the range of about three supports ahead of the stall, on the condition that it is to be later removed. Therefore, the distance D between the steel tunnel supports and the steel pipe in the overlapping section (the section W shown in Fig. 12) is large, the ground under the steel pipe at the part may be unfastened depending upon the circumstances of the ground, and the resin pipe (vinyl chloride pipe) at the terminal end cannot be strong enough to hold, or the degree of ground improvement could adversely be affected. In this case, separate fore-piling reinforcement should be necessary, which increases the amount of the reinforcing material and the workload.
  • In the face reinforcing construction in worse geological conditions, the walls of the drilled bolt insertion holes are not self supporting, and therefore a dedicated machine (boring machine) is necessary. Using the machine, a plurality of long hollow resin bolts are sequentially inserted into the casings by the double pipe drilling, and then the casing pipes are sequentially pulled out. The process has a problem of increasing the construction cost and period. If the geological conditions are poor, and spring water in the ground should be reduced at the tunnel stall, the casings are sequentially supplied and connected by the double pipe drilling using a dedicated machine, strainer pipes should be inserted into the long casings, and the casing pipes must be sequentially pulled out. This process has a problem of increasing the construction cost and period.
  • The present invention is directed to a solution to the above described disadvantages associated with the conventional technique, and provides an efficient natural ground reinforcing construction method which always allows stable tunnel excavation to proceed without expanding the tunnel cross section at the time of performing long fore-piling construction at the minimum distances between the pipes and tunnel supports for reinforcing the natural ground, and without a dedicated machine in the face reinforcing construction method.
  • The present invention also provides a natural ground reinforcing construction method according to which the process of double pipe drilling using the casings and pulling out the casings with the dedicated machine is not necessary because spring water is reduced in the natural ground at the tunnel stall or the like, and the level of the ground water can readily and stably be lowered.
  • Disclosure of the Invention
  • The natural ground reinforcing construction method according to the present invention is directed to a solution to the above-described disadvantages and has the following features. More specifically, according to the present invention, a ring bit having a drilling function is provided at a tip end of a pipe made of fiber reinforced resin, a drill rod having a base end portion mounted to a rock drill and having a drill bit mounted at its tip end is stored in the pipe, the bit is detachably mounted directly or indirectly to the pipe, drilling is performed into natural ground in a prescribed position at the outer periphery of the stall and/or the face in excavation of a tunnel or the like while sequentially supplying and connecting said pipes and drill rods, the pipe engaged with the bit is drawn, propelled and placed into the natural ground as the drill bit advances, the pipes are laid as a reinforcing pipe in a prescribed position in the natural ground, upon or after placing said pipe, the drill rod in the pipe is pulled out and retracted and then a solidifying material is injected into the surrounding natural ground through the pipe to reinforce the natural ground.
  • Brief Description of the Drawings
  • Fig. 1 is a schematic longitudinal sectional view showing a fore-piling reinforcing construction method using a high-strength glassfiber reinforced resin pipe according to a first embodiment of the present invention;
  • Fig. 2 is a transverse sectional view showing fore-piling reinforcing at the tunnel stall shown in Fig. 1; Fig. 3 is an overview showing a high-strength glassfiber reinforced resin pipe and a drill machine according to one embodiment; Fig. 4 is a partially sectional view showing an example of the connection portion of a high-strength glassfiber reinforced resin pipe and a coupler; Fig. 5 is a schematic longitudinal sectional view showing an example of a face reinforcing construction method using a high-strength glassfiber reinforced resin pipe; Fig. 6 is a transverse sectional view showing how the face of the tunnel stall shown in Fig. 5 is reinforced; Fig. 7 is a transverse sectional view showing a valve injection method; Fig. 8 is a transverse sectional view showing a swivel injection method; Fig. 9 is a longitudinal sectional view showing how spring water at the stall in the top section of the tunnel is reduced; Fig. 10 is a transverse sectional view showing how spring water at the stall in the top section is reduced; Fig. 11 is a schematic view showing an example of a steel pipe fore-piling construction method according to a conventional AGF method; Fig. 12 is a schematic view showing an example of a steel pipe fore-piling construction method according to a conventional AGF-P method; and Fig. 13 is a schematic view showing an example of a conventional face reinforcing construction method using a dedicated machine.
  • Best Mode for Carrying Out the Invention
  • The natural ground reinforcing construction method according to an embodiment of the present invention shown in the drawings will now be detailed.
  • Fig. 1 is a schematic view showing how the top section of a tunnel is subjected to fore-piling reinforcing construction by the fore-piling reinforcing construction method according to a first embodiment of the natural ground reinforcing construction method according to the present invention, and there is a drill jumbo 10 provided in the vicinity of the tunnel stall in the hanging wall of the tunnel. The tip end of the guide shell 10a of the drill jumbo 10 is set at the lower end of a steel tunnel support 12 built in the immediate vicinity of the stall face 15 after the excavation.
  • According to the embodiment, the excavated wall surface between the face 15 in the direction of the longitudinal section of the tunnel and steel tunnel support (H-200×200) 12a in the immediate vicinity is lined with primary shotcrete (t=50 mm) 13, and then secondary shotcrete (t=200 mm) 14 is also provided in a prescribed lining thickness further at the back between the steel tunnel supports 12 already built at a pitch of 1 m. The stall face 15 is provided with shotcrete (t=100 mm) 16, and the face 15 is provided with a hole (not shown) drilled in advance and having a diameter of about 120 mm and a depth of about 300 mm in the ground in a prescribed position (see Fig. 2) at the lower end of the steel tunnel support 12a positioned along the outer periphery of the stall.
  • Note that the hole dilled in advance is used to provide a leakage preventing gap larger than the steel pipe at the mouth portion surrounding the steel pipe where a solidifying material could be leaked to seal against the leakage, when the solidifying material is injected into the ground surrounding the pipe through a reinforcing pipe placed as will be described.
  • The guide shell 10a shown in Fig. 1 is attached with a reinforcing pipe 11 made of fiber reinforced resin (FRP), particularly glassfiber reinforced resin (GFRP) according to the embodiment. At the tip end of the reinforcing pipe 11, a ring bit (not shown) having a diameter larger than the size of the reinforcing pipe 11 and a drilling function is attached, while the drill rod having the function of transmitting the striking force and pivoting force to the ring bit, and a function of drilling aid, is placed in the reinforcing pipe 11 and coupled to the rock drill, which will later be described.
  • The guide shell 10a is set at such an angle of elevation (from 3° to 6°, preferably about 5°) that the reinforcing pipe 11 passes on the fourth steel tunnel support ahead of the stall counting from the one at the leading drilling position of the stall face 15. In the ground ahead of the stall where the tip end of the guide shell 10a is set, a series of four coupled reinforcing pipes 11 are placed. According to the embodiment, a plurality of reinforcing pipes 11 each as long as 3 m are coupled, and the reinforcing pipe is made of glassfiber reinforced resin for the entire length. In the ground around the reinforcing pipes 11 already placed, an improved zone is formed by injecting a solidifying material for the entire length, and a natural ground reinforcing effect as a result of fore-piling construction can be expected. The natural ground injection will later be detailed.
  • Fig. 3 is a view for use in illustration of how drilling with the reinforcing pipe 11 made of the glassfiber reinforced resin is propelled to carry out the method according to the invention. According to the embodiment, the 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 through a casing shoe 21 to the tip end of the reinforcing pipe 11 at the head, while a drill rod 22 having a drilling aiding function is stored in the reinforcing pipe 11 as it has a bit 22a mounted at the tip end protruded from the ring bit 20 toward the front side.
  • The bit 22a of the drill rod 22 is detachably engaged with the ring bit 20 and the casing shoe 21, while the base end side of the drill rod 22 is connected to the shank rod 23a of the rock drill 23 by a shank sleeve 24. Thus, when the drilling work is performed, the striking force and rotating force from the rock drill 23 are transmitted to the bit 22a and the ring bit 20 through the drill rod 22, and the drilling is performed by the drill rod 22 sliding on the guide shell 10a integrally with the rock drill in association of the feeding operation of the rock drill 23. As the drilling work proceeds, the bit 22a draws the reinforcing pipes 11 engaged therewith through the ring bit 20 and the casing shoe 21 and thus the reinforcing pipe 11 is propelled and placed. Note that the above bit 22a may directly draw the reinforcing pipes.
  • During the above drilling work, the ring bit 20 drills a hole having a larger size than the outer diameter of the reinforcing pipe 11, and the reinforcing pipe 11 is therefore smoothly drawn. As a result, despite its inferiority in terms of rigidity to a steel pipe and its long length, the reinforcing pipe 11 made of fiber reinforced resin can readily be placed at a prescribed angle of elevation (which is smaller than that according to the conventional AGF method or tube umbrella method) in a prescribed position in the ground by the drawing operation of the bit 22a positioned at the head of the hole and by the function of the leading ring bit 20 to ream the diameter.
  • Therefore, when the tunnel supports 12 are sequentially built in the process of excavating the tunnel to the position of a new face 15' denoted by the broken line in Fig. 1, the supports can built at the minimum distance without expanding the width of the cross section unlike the conventional technique, so that the tunnel excavation can be stable. The reinforcing pipes 11 thus placed are made of fiber reinforced resin for the entire length, and therefore the part impeding the supports from being built can readily be cut and removed as required as the drilling work proceeds.
  • Note that after the reinforcing pipes 11 are placed, the bit 22a can be reversely rotated, so that the engagement between the ring bit 20 and the casing shoe 21 is released, the drill rod 22 is detached from them, and the drill rod 22 including the above bit 22a is pulled out and retracted from the reinforcing pipes 11. The space created in the reinforcing pipes 11 after the drill rod 22 is pulled out is used as an injection path for a solidifying material.
  • Fig. 4 shows an example of how the reinforcing pipes 11 for carrying out the method are connected. According to the first embodiment, the headmost pipe, the following intermediate pipes, and the terminal pipe are glassfiber 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 portion 11a provided with a cutting thread having a V-shaped cross section to minimize cross section defects at both ends, a connection coupler 25 is made of aluminum and provided with a V-shaped raised cutting thread, and a resin-based adhesive is applied at the time of connection to improve the strength of the connection portion. A plurality of drill rods 22 and reinforcing pipes 11 of glassfiber reinforced resin are sequentially connected, propelled and placed for the entire length simultaneously with the drilling work, so that the reinforcing pipes of high-strength glassfiber reinforced resin can be laid for the entire length.
  • Figs. 5 and 6 are schematic views showing how face reinforcing construction is performed at the top section of the tunnel in a face reinforcing construction method according to a second embodiment of the natural ground reinforcing construction method according to the present invention. As shown Fig. 5, there is a drill jumbo 10 in the vicinity of the stall in the hanging wall of the tunnel. The tip end of the guide shell 10a of the drill jumbo 10 is set at the stall face 15 after the tunnel excavation. According to the embodiment, the face 15 in the direction of the longitudinal section of the tunnel is provided with shotcrete (t=100 mm) 16 and there is a hole (not shown) drilled in advance having a diameter of about 120 mm and a depth of about 300 mm in the ground in a prescribed position at the face.
  • The guide shell 10a shown in Fig. 5 is attached with the reinforcing pipe 11 made of glassfiber reinforced resin mounted with a ring bit (not shown) having a drilling function at the tip end similarly to the first embodiment shown in Fig. 1 described above, and a drill rod having a function of transmitting the rotating force and the striking force to the ring bit and aiding the drilling is attached to the rock drill. The guide shell 10a is provided at such an angle of elevation that slime is not kept from being let out at the time of drilling from the leading drilling position of the stall face into the natural ground ahead of the stall. In the natural ground ahead of the stall where the tip end of the guide shell 10a is set, a series of four connected reinforcing pipes are already placed.
  • Also according to the embodiment, a plurality of reinforcing pipes each as long as 3 m are coupled, and the reinforcing pipe is made of glassfiber reinforced resin for the entire length. In the ground around the reinforcing pipes 11 already placed, an anchorage zone is formed by injecting a solidifying material for the entire length, and a natural ground reinforcing effect as a result of the face reinforcing construction can be expected. The natural ground injection will later be detailed.
  • The method of propelling/drilling with the reinforcing pipes 11 and the method of connecting the reinforcing pipes 11 are the same as the case of the fore-piling natural ground reinforcing construction method according to the first embodiment shown in Figs. 1 to 4, and the methods are not detailed.
  • The reinforcing pipes 11 according to the first and second embodiments described above are subjected to the same injection process. As an example of the injection method at the tunnel stall position according to the present invention, a subsequent injection, valve injection method and a prior injection, swivel injection method will be described.
  • Fig. 7 shows an example of the valve injection method and the gap (mouth portion) between the rear end portion of the terminal one of the reinforcing pipes 11 laid for the entire length described above and the leading drilling portion described above is sealed with waste cloth 28 or the like impregnated with a urethane-based chemical agent, so that a solidifying material can be prevented from leaking.
  • The solidifying agent is injected using the reinforcing pipes 11 laid for the entire length described above as the injection pipe. The reinforcing pipes 11 are therefore provided with strainer holes 11c at prescribed intervals as shown in Fig. 4 (b). At the rear end of the terminal one of the reinforcing pipes 11, an injection valve 29 is attached as shown in Fig. 7, and the solidifying material is introduced into the reinforcing pipes 11 through the injection valve 29 described above from an injection hose 31 connected to an injection device 30. The solidifying material introduced into the reinforcing pipes 11 is sequentially discharged from the strainer holes 11c of the reinforcing pipes 11, injected into the natural ground and solidified, so that the reinforcing pipes 11 and the surrounding ground are integrally reinforced.
  • Meanwhile, Fig. 8 shows an example of the swivel type injection method, and the reinforcing pipes 11 are attached with the ring bit 20 described above having the drilling function at the tip end. A plurality of rods 22 and the reinforcing pipes 11 are sequentially connected for the entire length, propelled and placed as the drilling work proceeds. In the case of the valve injection, the drilling work is performed as water or air is flushed from the rock drill through the drill rods 22 having a drilling aiding function.
  • In contrast, when the injection is performed by the swivel type method as shown in Fig. 8, a cement-based injection material is flushed through a swivel 33 provided in front of the rock drill during the drilling work, the wall surrounding the reinforcing pipes during the drilling work is stabilized for reinforcing the natural ground, and the reinforcing pipes 11 are laid for the entire length. Then, the gap (mouth portion) between the rear end of the terminal one of the reinforcing pipes 11 and the leading drilling portion described above is sealed by waste cloth 28 impregnated with a urethane-based chemical agent similarly to the case as shown in Fig. 7, so that the solidifying material can be prevented from leaking, and the solidifying material is injected. For injecting the solidifying material, the reinforcing pipes 11 laid for the entire length described above are used as the injection pipe.
  • The injection valve is attached at the rear end of the terminal one of the reinforcing pipes 11, and the injection material is passed through the injection valve from the injection hose set at the injection device (not shown), discharged from the strainer holes 11c of the reinforcing pipes 11, injected into the ground and solidified, so that the reinforcing pipes 11 and the surrounding ground are integrally reinforced.
  • Figs. 9 and 10 are schematic views showing how spring water at the stall in the top section of the tunnel is removed according to a stall spring water removal reinforcing construction method according to a third embodiment of the natural ground reinforcing construction method according to the present invention. As shown in Fig. 9, there is a drill jumbo 10 provided in the vicinity of the stall at the hanging wall of the tunnel. The tip end of the guide shell 10a of the drill jumbo 10 is set at the stall face after the tunnel excavation.
  • According to the third embodiment, the face 15 in the direction of the longitudinal section of the tunnel is provided with shotcrete (t=100 mm) 16, the guide shell 10a shown in Fig. 9 is attached with a ring bit 20 having a drilling function at its tip end, strainer pipes 51 of vinyl chloride perforated with small holes (strainer holes) on the circumferential wall are mounted at prescribed intervals, and a drill rod 22 transmitting the rotating force and the striking force at the same time to the ring bit and aiding drilling has its base end portion side mounted at the rock drill 23 as its tip end bit 22a is protruded from the ring bit 20. The guide shell 10a is provided at such an angle of elevation that slime is not kept from being let out at the time of the drilling from the position of the stall face into the ground ahead of the stall. In the natural ground ahead of the stall where the tip end of the guide shell 10a is set, a series of five connected vinyl chloride pipes are already placed as the strainer pipe 51.
  • According to the third embodiment, each vinyl chloride pipe for a strainer pipe 51 is as long as 3 m and made of vinyl chloride for the entire length. Spring water from the surrounding natural ground is taken from the strainer holes of the already placed strainer pipe 51, and an effect as a result of the stall spring water removal can be expected.
  • The way of propelling and drilling with the strainer pipe for carrying out the method is substantially the same as that shown in Fig. 3. According to the third embodiment, the strainer pipe is of an HI-VP vinyl chloride pipe (outer diameter: 76 mm, inner diameter: 65 mm, length: 3 m). At the tip end of the strainer pipe, the ring bit 20 having a drilling function and the casing shoe 21 are attached similarly to the above Fig. 3, while a drill rod 22 having a drilling aiding function is connected to the shank rod 23a of the rock drill 23 by a shank sleeve 24, and stored in the strainer pipe 51 described above.
  • The ring bit 20 is mainly transmitted with the striking force and the rotating force from the rock drill through the rod 22, and the bit slides on the guide shell integrally with the rock drill in association with the feeding operation of the rock drill, so that the bit 22a and the ring bit 20 drill, and the bit 22a engaged with the strainer pipe 51 through the ring bit 20 and the casing shoe 21 draws the strainer pipe 51 as propelling and drilling work proceeds.
  • The way of connecting the strainer pipe 51 of vinyl chloride or the like for carrying out the method is substantially the same as that of the case of the glassfiber reinforced resin pipe shown in Fig. 4. According to the third embodiment, the headmost pipe, the following intermediate pipes, and the terminal pipe are all made of a vinyl chloride, HI-VP pipe (outer diameter: 76 mm, inner diameter: 65 mm, length: 3 m), and provided with a connection portion with a cutting thread having a V shaped cross section to minimize cross section defects at both ends. A connection coupler is made of aluminum and provided with a V-shaped raised cutting thread, and a resin-based adhesive is applied at the time of connection to improve the strength of the connection portion. A plurality of rods and strainer pipes of resin (vinyl chloride) pipes are connected, and the entire length can be drawn and propelled as the drilling work proceeds, so that they can be laid for the entire length.
  • Industrial Applicability
  • As in the foregoing, according to the present invention, a plurality of pipes such as high-strength glassfiber reinforced resin pipes which can be cut are laid in the ground as a reinforcing pipe for long fore-piling for the entire length without using a dedicated machine and a solidifying material can be injected for the entire length into the ground surrounding the pipes through the reinforcing pipe. As a result, the placement angle of the reinforcing pipe can be restricted to a small value, the size of the tunnel cross section is not expanded, while the long fore-piling reinforcing construction can be provided as the distance between the reinforcing pipe and the tunnel supports is minimized. Since the fore-piling reinforcing pipe in the excavation range during the excavation of the tunnel can be cut, steel tunnel supports can readily be built in the same cross section. Therefore, the period and cost for an auxiliary construction method of the reinforcing construction method can be reduced, and the work efficiency can be improved.
  • In the face reinforcing construction, a plurality of pipes such as high-strength glassfiber reinforced resin pipes which can be cut are laid in the ground as a reinforcing pipe for reinforcing the face for the entire length without using a dedicated machine, and a solidifying material can be injected for the entire length into the natural ground surrounding the pipes through the reinforcing pipe. As a result, it is not necessary to pull out the casing pipes by the double pipe drilling using the dedicated machine at the time of the face reinforcement as is with the conventional case. This allows the method to be easily and stably performed, the work efficiency to be improved and the construction period and cost to be reduced.
  • For the face reinforcing construction in worse geological conditions, a plurality of pipes such as vinyl chloride pipes which can be cut are laid in holes as a strainer pipe for the entire length, and spring water from the natural ground surrounding the pipes can be reduced through the strainer pipe. Therefore, the ground water level can be lowered and reinforcement can be performed readily and stably without taking time to pull out casing pipes by the double pipe drilling using the dedicated machine.

Claims (8)

  1. A natural ground reinforcing construction method characterized in that a ring bit having a drilling function is provided at a tip end of a pipe made of fiber reinforced resin, a drill rod having a base end portion mounted to a rock drill and having a drill bit mounted at its tip end is stored in the pipe, said bit being detachably mounted directly or indirectly to the pipe, drilling is performed into natural ground in a prescribed position at the outer periphery of the stall and/or the face in excavation of a tunnel or the like while sequentially supplying and connecting the pipes and drill rods, the pipe engaged with the bit being drawn, propelled and placed into the natural ground as the drill bit advances, the pipes are laid as a reinforcing pipe in a prescribed position in the natural ground, upon or after placing the pipe, the drill rod is pulled out and retracted and then a solidifying material is injected into the surrounding natural ground through the pipe to reinforce the natural ground.
  2. The natural ground reinforcing construction method according to claim 1, wherein a tunnel is excavated forward into said reinforced natural ground, said reinforcing pipe exposed into the tunnel space formed at the time is sequentially cut away, as a tunnel support is built along the inner surface of the tunnel, said pipe is propelled and placed into the natural ground as said pipe is directed to the front side at a prescribed angle to the excavation advancing direction from the tunnel space on the inner side than the tunnel supports already built.
  3. The natural ground reinforcing construction method according to claim 1, wherein said pipe is propelled and placed into the natural ground from the face toward the front side in the excavation advancing direction of the tunnel, and the placed reinforcing pipe including a plurality of pipes is sequentially cut away and removed entirely as the excavation proceeds.
  4. The natural ground reinforcing construction method according to claim 1 characterized in that said pipe is made of resin and reinforcing fiber, the resin is non-saturated polyester, epoxy, vinyl ester or the like, and the reinforcing fiber is glassfiber or carbon fiber or aramid fiber or the like.
  5. The natural ground reinforcing construction method according to claim 1 characterized in that said reinforcing pipe is attached with a ring bit having a drilling function at its tip end and includes a plurality of pipes threaded at both ends and connectable with one another, an adhesive is applied to the threaded parts at the time of connection and then a coupler is used for connection.
  6. The natural ground reinforcing construction method according to claim 1 characterized in that said reinforcing pipe is made of a pipe having an outlet hole for an injection material and has an inner diameter in the range from 60 mm to 120 mm, and a length in the range from 1 m to 12 m.
  7. The natural ground reinforcing construction method according to claim 1 characterized in that when said reinforcing pipe is propelled, the base end portion of said drill rod is mounted to said rock drill through a swivel capable of supplying an injection material, a cement-based injection material is flushed through the swivel to reinforce the natural ground surrounding the reinforcing pipe, and said reinforcing pipe is laid in a prescribed position in the natural ground.
  8. A natural ground reinforcing construction method characterized in that a ring bit having a drilling function is provided at a tip end of a strainer pipe provided with a plurality of holes on the circumferential wall, a drill rod having a base end portion mounted to a rock drill and having a drill bit mounted at its tip end is stored in the strainer pipe, said bit being detachably mounted directly or indirectly to the strainer pipe, the natural ground is drilled in a prescribed position at the outer periphery of the stall and/or the face in excavation of a tunnel or the like while sequentially supplying and connecting the strainer pipes and drill rods, the strainer pipe engaged with the bit is drawn, propelled, and placed to be laid in a prescribed position in the natural ground as the drill bit advances, upon or after placing the pipe, the drill rod is pulled out and retracted and then spring water in the natural ground is let out through the strainer pipe.
EP99944870A 1998-07-16 1999-09-28 Ground reinforcing method Expired - Lifetime EP1223306B1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
PCT/JP1999/005293 WO2001023711A1 (en) 1998-07-16 1999-09-28 Ground reinforcing method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
PT99944870T PT1223306E (en) 1999-09-28 1999-09-28 Process for reforco of natural land

Publications (3)

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EP1223306A1 true EP1223306A1 (en) 2002-07-17
EP1223306A4 EP1223306A4 (en) 2003-01-02
EP1223306B1 EP1223306B1 (en) 2005-07-27

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EP99944870A Expired - Lifetime EP1223306B1 (en) 1998-07-16 1999-09-28 Ground reinforcing method

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EP (1) EP1223306B1 (en)
AT (1) AT300662T (en)
DE (1) DE69926410T2 (en)
ES (1) ES2245119T3 (en)
WO (1) WO2001023711A1 (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
CN106194174A (en) * 2016-09-26 2016-12-07 湖南文理学院 Drill carriage coarse filter becomes born of the same parents and links slag-draining device
CN106194175A (en) * 2016-09-26 2016-12-07 湖南文理学院 Many bars of connecting become born of the same parents' drill carriage linkage coarse filtration slag-draining device
CN106437571A (en) * 2016-09-26 2017-02-22 湖南文理学院 Drill carriage rough filtering linkage deslagging device adopting multi-rod metamorphic mechanism
US9840913B1 (en) 2015-10-22 2017-12-12 X Development Llc Device, system and method for reinforcing a tunnel
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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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
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

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Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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
CN106194174A (en) * 2016-09-26 2016-12-07 湖南文理学院 Drill carriage coarse filter becomes born of the same parents and links slag-draining device
CN106194175A (en) * 2016-09-26 2016-12-07 湖南文理学院 Many bars of connecting become born of the same parents' drill carriage linkage coarse filtration slag-draining device
CN106437571A (en) * 2016-09-26 2017-02-22 湖南文理学院 Drill carriage rough filtering linkage deslagging device adopting multi-rod metamorphic mechanism
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
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
WO2019119901A1 (en) * 2017-12-18 2019-06-27 中国矿业大学 Synchronous anchor and drilling and anchoring method for hollow helical anchor bolt

Also Published As

Publication number Publication date
EP1223306A4 (en) 2003-01-02
ES2245119T3 (en) 2005-12-16
AT300662T (en) 2005-08-15
DE69926410T2 (en) 2006-05-24
DE69926410D1 (en) 2005-09-01
WO2001023711A1 (en) 2001-04-05
EP1223306B1 (en) 2005-07-27

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