Classifications

• • E—FIXED CONSTRUCTIONS
  • E21—EARTH OR ROCK 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
• • E—FIXED CONSTRUCTIONS
  • E21—EARTH OR ROCK DRILLING; MINING
  • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
  • E21D19/00—Provisional protective covers for working space
  • E21D19/04—Provisional protective covers for working space for use in drifting galleries

Definitions

• the present invention relates to a tunnelling method using pre- support concept in which when constructing an entrance and an exit of a tunnel, a soft ground tunnel with a thin cover constructed in urban area, and a large sectional tunnel after excavating a pilot tunnel and installing pre-support piles to installed pre-supports by drilling per ⁇ forations, segments as lining forming materials such as precast segments, trusses made of reinforcing bars, and steel ribs are coupled with the pre-supports while the large sectional tunnel, that is, a main tunnel is excavated to an excavation line, and in a case of installing vertical pipe roofs in multiple steps and grouting instead of the pre- supports installed in a very soft ground in the radial direction, the excavation line is reinforced by inner lining supporting material such that the pre-supports do not interfere with the pipe roofs, and relates to an adjustable apparatus thereof.
• the present invention has been made in view of the above problems, and it is an object of the present invention to provide a tunnelling method using pre-support concept, as a tunnelling method for constructing an entrance and an exit of a tunnel such as a soft ground tunnel with a thin cover constructed in an urban area, for reducing land subsidence and excavating a tunnel while forming a tunnel lining.
• a tunnelling method using pre-support concept including the steps of: drilling and installing a plurality of pre-supports from ground to a predetermined excavation line of a tunnel and performing grouting; excavating the tunnel along the predetermined excavation line and installing drain boards at the excavated surface; installing segments to the respective pre-supports at the lower sides of the drain boards in series such that insertion protrusions and insertion recesses formed in the lateral sides of the segments are engaged with each other to form lining; and pressing and fixing the segments to the pre-supports by a ttaching pressing plates to the pre-supports penetrating the segments.
• FIGs. Ia to 3 are sectional views illustrating the installation of pre-supports toward a predetermined excavation line of a tunnel in the various forms prior to the excavation of the tunnel according to a tunnelling method of the present invention.
• Fig. 4 is a sectional view illustrating the installation of a pillar of a tunnel having two arches after excavating three arches with pre-supports.
• Fig. 5 is a sectional view illustrating that according to a tunnelling method of the present invention, a tunnel is excavated after the installation of pre-supports and every pre-support is connected and fastened to each other along an excavation line of the tunnel by segments.
• Fig. Ia to 3 are sectional views illustrating the installation of pre-supports toward a predetermined excavation line of a tunnel in the various forms prior to the excavation of the tunnel according to a tunnelling method of the present invention.
• Fig. 4 is a sectional view illustrating the installation of a pillar of a tunnel having two arches after excavating three arches with
• FIG. 6 is a sectional view il ⁇ lustrating that according to the tunnelling method of the present invention, a tunnel is excavated after installation of pre-supports and the pre-supports are connected and fastened to each other along the excavation line of the tunnel by trusses made of re ⁇ inforcing rods.
• Fig. 7 is a sectional view illustrating that according to a tunnelling method of the present invention, pre-supports are installed and reinforced by a plurality of pipe roofs at regular intervals in the transversal direction of a tunnel, and after that, the tunnel is excavated, arch-shaped steel ribs are installed at regular intervals in the longitudinal direction of the tunnel and are connected to the pre-supports by fastening.
• Fig. 7 is a sectional view illustrating that according to a tunnelling method of the present invention, pre-supports are installed and reinforced by a plurality of pipe roofs at regular intervals in the transversal direction of a tunnel, and after that, the tunnel is excavated,
• FIG. 8 is a sectional view illustrating that according to a tunnelling method of the present invention, pre-supports are positioned in the vicinity of the excavation line of a tunnel such that the pre-supports do not interfere with a plurality of pipe roofs.
• Fig. 9 is a perspective view illustrating that according to a tunnelling method of the present invention, a plurality of pipe roofs is installed at regular intervals in the transversal direction of a tunnel and arch-shaped steel ribs are installed at a predetermined interval in the longitudinal direction of the tunnel such that the arch-shaped steel ribs are connected to the pre-supports by fastening.
• Fig. 10 is a perspective view illustrating the connection between pre-supports by steel plates according to a tunnelling method of the present invention.
• Fig. 11 is a sectional view taken along the line A-A in Fig. 9.
• Fig. 12 is a sectional view illustrating that rock bolts are fastened to the lower side of the excavation line of a tunnel according to a tunnelling method of the present invention.
• Fig. 13 is a partial sectional view illustrating that in the tunnelling method according to the present invention, pre-supports are piled deeper than the excavation line of a tunnel for the self-reinforcement of a facing of the tunnel.
• Fig. 14 is a sectional view taken along the line B-B in Fig. 13.
• Fig. 15 is a sectional view taken along the ling C-C in Fig. 13.
• FIG. 16 is a perspective view illustrating that, in the tunnelling method according to the present invention, band-type drainage members are installed in the circumference of a tunnel between the excavation face and segments when forming linings using trusses made of reinforcing bars and shotcrete.
• Fig. 17 is a sectional view illustrating other drainages of a tunnel in the tunnelling method according to the present invention.
• Fig. 18 is an enlarged sectional view illustrating the drainages in Fig. 17.
• Fig. 19 is a sectional view illustrating effect of applying pre-stress to pre-supports when shell forming members such as pre-stress type pre-supports, segments, or the like are connected to each other by pressing plates in a tunnelling method according to the present invention.
• Fig. 17 is a sectional view illustrating that, in the tunnelling method according to the present invention, band-type drainage members are installed in the circumference of a tunnel between the excavation face and segments when forming linings using trusses made of reinforc
• Fig. 20 is a detail sectional view illustrating a leading end supporting pre-stress type pre-support indicated by D in Fig. 19.
• Fig. 21 a sectional view illustrating pre-supports installed in a shallow overburden tunnel with thin cover in a tunnelling method according to the present invention.
• Fig. 22 is a perspective view illustrating a reinforced truss used in a tunnelling method according to the present invention.
• Fig 23 is a sectional view taken along the line X-X in Fig. 22.
• Fig. 24 is a sectional view taken along the line Y-Y in Fig. 22.
• Figs. 25 to 29 are views illustrating the sequence of installation of pre-supports in a tunnelling method according to the present invention.
• FIG. 1 is a view illustrating the installation of the pre- supports 10 toward the excavation line of the tunnel in the radial direction
• Fig. 2 is a view illustrating the installation of the pre-supports 10 toward the excavation line of the tunnel in the vertical direction
• Fig. 1 is a view illustrating the installation of the pre-supports 10 toward the excavation line of the tunnel in the radial direction
• Fig. 2 is a view illustrating the installation of the pre-supports 10 toward the excavation line of the tunnel in the vertical direction
• Fig. 1 is a view illustrating the installation of the pre-supports 10 toward the excavation line of the tunnel in the radial direction
• Fig. 2 is a view illustrating the installation of the pre-supports 10 toward the excavation line of the tunnel in the vertical direction
• FIG. 3 is a view illustrating the installation of the pre-supports 10 toward the excavation line in the vertical and radial directions
• Fig. 4 is a view illustrating the installation of pillars of a tunnel with two arches after excavating three arches.
• the installation of the pre-supports in Fig. 1 is applied when the upper surface of a tunnel is relatively wide or has an arch-shape
• the installation of the pre-supports in Fig. 2 is applied when the transversal region of ground of a civil tunnel is restricted
• vertical steel pipe pre-supports are installed at the position where pillars are installed in a tunnel with two arches after excavating three arches such that the pre-supports serve as the pillars of the tunnel and are integrated with steel plates 13 and angle steels 14 by welding and connecting the steel plates 13 and the angle steels 14 to the pre-supports to construct a pre-support tunnel.
• the tunnel is excavated after the installation of the pre- supports 10.
• the installation of the pre-supports 10 is carried out by which a plurality of pre-supports 10 is piled toward the excavation line 20 of the tunnel from the upper surface of the predetermined excavation line 20 of the tunnel, that is, the ground in the radial direction, and after that, the tunnel is excavated.
• segments 30, whose insertion protrusions 31 and insertion recesses 32 are respectively formed in the sides and in the opposite sides thereof, are inserted into and coupled with each other.
• the respective segments 30 have holes into which the pre-supports 10 are inserted and are coupled with each other by fastening pressing plates 11 to the pre-supports 10. Moreover, between the segments 30 and the excavation line of the tunnel, drain boards 40 are inserted. Backfill grouting for filling a gap between the segments 30 and the excavation line of the tunnel is carried out through the holes of the pressing plates 11 before the installation of drain filters and waterproof paper to the front sides of the segments in the installation of dual layer shells like the conventional tunnelling method.
• Fig. 6 shows an example using trusses 33 constructed with reinforcing bars instead of the segments 30 as a supporting plate.
• the trusses 33 connect the pre-supports 10 to each other and the insides thereof are shotcreted.
• Figs. 7 to 11 instead of the segments 30, pipe roofs 34 are installed at regular intervals in the transversal direction of the tunnel along the longitudinal direction of the tunnel, and after that, the tunnel is excavated, drain boards 40 are installed in the excavation surface, arch-shaped steel ribs 35 are installed in the lower sides of the pipe roofs 34 in the longitudinal direction of the tunnel, and between the steel ribs 35, steel plates 36 are installed to connect the steel ribs 35 to each other.
• a member constructing the shell is installed such that one of the precast segments 30, the reinforced trusses 33, and the steel ribs 35 are selectively installed according to conditions.
• Fig. 7 shows that the pressing plates press the excavation line of the tunnel when fastening the rock bolts to prevent the tunnel from being partially collapsed
• Fig. 8 shows that the pre-supports are positioned in the vicinity of the excavation line of the tunnel in the tunnelling method of the present invention so that the pre-supports do not interfere with the pipe roofs.
• the pre-supports are positioned at the upper side of the excavation line of the tunnel such that the pre-supports do not interfere with the pipe roofs 34 in the longitudinal direction of the tunnel.
• Fig. 12 shows that after excavation of the tunnel, the pre- supports 10 connected to each other by the segments 30 are coupled with the pressing plates 11 within the excavation line 20 of the tunnel and are fastened, and in the lateral lower sides of the excavation line 20, that is, in regions where the excavation is relatively easily performed, the rock bolt 50 and the segments 30 are installed in the tunnel.
• the pre- supports 10 are piled deeper than the excavation line 20, and as such, when the pre- supports 10 are piled deeper than the excavation line 10, the shear of the facing is reinforced.
• FIG. 16 is a perspective view illustrating that, in the tunnelling method according to the present invention, band-type drain boards 40 are installed in the circumference of the tunnel between the excavation face and the segments 30 when forming linings using trusses made of reinforcing bars and shotcrete. By continuously installing the drain boards 40 in the circumference of the tunnel, water is smoothly drained.
• Figs. 17 and 18 show drainages 70 installed between the precast segments and the excavation surface in the tunnelling method according to the present invention.
• the drainages 70 include drainage pipes 72, which are installed between the segments 30 and the excavation line 20 of the tunnel and are connected to each other at regular intervals through T-shaped connection pipes 71, weep drainage pipes (See Fig.
• the drainages 70 can reduce ground erosion and overbreak due to gushing water in the tunnel, and the horn- shaped funnels 74 installed in the lower outer circumferences of the weep drainage pipes 73 for preventing the grouting liquid 74a from blocking the through-holes 73a of the weep drainage pipes 73 serve as a check valve so that draining is smoothly carried out without blocking the drainage pipes 72.
• the drainages according to a first preferred embodiment of the present invention as shown in Fig. 16 and the drainages according to a second preferred embodiment of the present invention as shown in Fig. 17 are applied together or selectively according to ground conditions and the lining conditions.
• Fig. 20 is a sectional view illustrating the pre-stress type pre-supports 60 to which pre-stress can be applied.
• the pre-stress type pre-supports 60 are structured such that steel rods 61 as tensile members are inserted into polyethylene pipes 67, which are inserted into steel pipes 62 having protrusions 63 formed in the outer circumferences thereof. Between the steel pipes 62 and the steel rods 61, anticorrosion lubricant is coated so that the steel pipes 61 and the steel rods 61 are prevented from corrosion and are freely deformed by tensile force.
• the pre- supports 10 are pulled such that the tensile members, that is, the steel rods 61 are pulled by a hydraulic jack while pushing the pressing plates 11 and a tensile force is applied by fastening fixing devices 12 or nuts with a predetermined torque.
• the pre- stress type pre-supports 60 are fixed in the basic soil by frictional force between the steel pipes 62 and the grouting 66.
• Figs. 25 to 29 show the process of constructing the pre- support tunnel according to the present invention.
• the pre-supports 10 are piled from ground to the pre ⁇ determined excavation line 20 in the radial direction and in the vertical direction (See Fig. 25)
• the upper section of the tunnel is excavated along the excavation line 20 (See Fig. 26)
• the pre-supports 10 on the arching line are respectively connected to the segments 30 by the pressing plates 11 and the fixing devices 12 (See Fig. 27)
• the rock bolts 50 are installed in the lower half section of the tunnel (See Fig. 28)
• the respective rock bolts 50 are connected to the segments 30 by the pressing plates 11 and the fixing devices 12 so that the tunnelling is completed (See Fig. 29).
• pre-stress is generated such that the steel rods 61 are fixed to the segments 30 or concrete slabs 80 installed on the upper ground of the tunnel, one side of the pre-stress type pre-supports 60 is excavated from the inside of the shaft of the tunnel, and the segments 30 are attached to the pre-stress type pre-supports 60 and are fastened.
• This tunnelling method is applied to the soil ground without sufficient friction generated from surroundings of the pre-supports of the soil tunnel to give a perfect arching effect of the surroundings of the tunnel and to increase shear stress, and to reduce the land subsidence.
• FIG. 30 is a sectional view illustrating that the pre-supports are inserted into per ⁇ forations formed in the radial direction in a pilot tunnel within in a large sectional tunnel.
• Fig. 31 is a sectional view illustrating that in the tunnelling method, a large sectional tunnel is excavated after the installation of the pre-supports and the segments are connected to the respective pre-supports in the excavation line of the tunnel.
• Fig. 32 is a sectional view illustrating that in the tunnelling method, a large sectional tunnel is excavated after the installation of the pre-supports and the trusses made of re ⁇ inforcing bars are connected to the respective pre-supports in the excavation line of the tunnel.
• Fig. 31 is a sectional view illustrating that in the tunnelling method, a large sectional tunnel is excavated after the installation of the pre-supports and the trusses made of re ⁇ inforcing bars are connected to the respective pre-supports in the excavation line of the tunnel.
• FIG. 33 is a sectional view illustrating that in the tunnelling method, a large sectional tunnel is excavated after the installation of the pre-supports and the rein ⁇ forcement using a plurality of pipe roofs at regular intervals in the transversal direction, and arch-shaped steel ribs are connected to the pre-supports after the arch- shaped steel ribs are installed at regular intervals in the longitudinal direction of the tunnel in the excavation line of the tunnel.
• the tunnelling method using the pre-supports includes the steps of 1) excavating a pilot tunnel 21 in a large sectional tunnel, 2) forming a plurality of perforations 22 in the radial direction in order to install the pre-supports 10 in the pilot tunnel 21, 3) inserting the pre-supports 10 into the perforations 22 formed in the radial direction in the above step, grouting, and curing the grout, 4) excavating the pilot tunnel along the excavation line 20 of the large sectional tunnel and installing drain boards 40 in the excavated surface, 5) installing the segments 30 to the respective pre-supports 10 at the lower sides of the drain boards 40 in series such that the insertion protrusions 31 and the insertion recesses 32 formed in the lateral sides of the segments 30 are engaged with each other, and 6) attaching the pressing plates 11 to the pre-supports 10 inserted into the segments 30 and fastening the fixing devices 12 to press and fix the segments 30 to the pre- supports 10.
• the tunnelling method using the pre-supports includes the steps of 1) excavating a pilot tunnel 21 in a large sectional tunnel, 2) forming a plurality of perforations 22 in the radial direction in order to install the pre-supports 10 in the pilot tunnel 21, 3) inserting the pre-supports 10 into the perforations 22 formed in the radial direction in the above step, grouting, and curing the grout, 4) excavating the pilot tunnel along the excavation line 20 of the large sectional tunnel and installing drain boards 40 in the excavated surface, 5) installing the trusses 33 made of reinforcing bars to the respective pre-supports 10 at the lower sides of the drain boards 40 in series such that the pressing plates 11 are attached to the pre-supports 10 penetrating the trusses 33 and the fixing devices 12 are fastened to press and fix the trusses 33 to the pre-supports 10, and 6) placing shotcrete 37 into the trusses 33.
• the tunnelling method using the pre-supports includes the steps of 1) excavating a pilot tunnel 21 in a large sectional tunnel, 2) forming a plurality of perforations 22 in the radial direction in order to install the pre-supports 10 in the pilot tunnel 21, 3) inserting the pre-supports 10 into the perforations 22 formed in the radial direction in the above step, grouting, and curing, 4) installing pipe roofs 34 at regular intervals in the transversal direction of the sectional tunnel along the longitudinal direction of the tunnel, installing drain boards 40 at the lower sides of the pipe roofs 34 while excavating the tunnel after the installation of the pipe roofs 34, installing arch-shaped steel ribs 35 at the lower sides of the pipe roofs 40 in the transversal direction along the longitudinal direction of the tunnel to interpose the drain boards 40 between the pipe roofs 34 and the steel ribs 35, coupling the steel ribs 35 with each other by steel plates 36 installed between the steel ribs 35, and fast
• the pre-supports are divided into a steel rod type pre-support, a steel wire type pre-support, and a precast type pre-support.
• Fig. 34 is a detail sectional view illustrating a hollow steel rod type pre-support used in the tunnelling method according to the present invention
• Fig. 35 is a sectional view taken along the line E-E in Fig. 34.
• the pressure grouting apparatus for inserting pre-supports 10 into perforations 22 formed in the radial direction in a pilot tunnel 21 and for pressure- grouting the perforations 22 in order to excavate and construct a pre-support tunnel includes a plurality of hollow steel rod type pre-supports 110, which have threads 110a formed in the outer circumferences and a plurality of centerizers 112, having protruded bars 111 protruded outwardly from the outer circumferences thereof to maintain distance between centers of the perforations 22 and coupled with the intermediate outer circumferences of the hollow steel rod type pre-supports 110, and are connected to each other by couplers 113, for performing pressure-grouting by injecting grout liquid 74a into the perforations 22, and a packer 120 engaged with the threads of the hollow steel rod type pre-support 110 positioned at the entrance of the perforation 22 to fill the perforation 22 by injecting the grout liquid
• the packer 120 includes a donut-shaped first stopper 121 engaged with the threads
• a rubber packer 122 having a rubber horn and engaged with the threads 110a of the hollow steel rod type pre-support 110, that is, a side of the first stopper 121 to be installed to face the entrance of the perforation 22, a short pipe 123 coupled with the outer circumference of the hollow steel rod type pre-support 11, that is, a side of the rubber packer 122 to move on the outer circumference of the hollow steel rod type pre-support 110 to make the rubber horn of the rubber packer 122 closely contact the inner circumference of the perforation 22 and having a wedge-shaped rubber packing 123a coupled with the outer circumference thereof, a second donut-shaped stopper 124 coupled with the outer cir ⁇ cumference of the short pipe 123, that is, the side of the rubber packing 123a to make the wedge-shaped rubber packing 123a closely contact the inside of the rubber horn of the rubber packer 122 such that a side of the second donut-shaped stopper 124 is locked by the wedge
• the couplers 113 are installed in the outer circumferences of the threads 110a, that is, parts for connecting the hollow steel rod type pre-supports 110 to each other and locking pins 113a are inserted into the inner circumferences to maintain the connection between the hollow steel rod type pre-supports 110.
• Fig. 36 is a detail sectional view of a steel rod type pre-support used in the tunnelling method according to the present invention
• Fig. 37 is a detail sectional view of a steel wire type pre-support used in the tunnelling method according to the present invention
• Fig. 38 is a sectional view taken along the line F-F in Fig. 37
• Fig. 39 is a sectional view taken along the line G-G in Fig. 37.
• a grout hose 114a for injecting the grouting liquid 74a into the perforation 22 is coupled along the side of the steel rod pre-support 114.
• a grout hose 114a passing through a center of the perforation 22 is inserted into center holes of first and second spacers 115a and 115b, and a plurality of steel wires 115c is installed in the outer circumferences of the first and second spacers 115a and 115b.
• Fig. 40 is a sectional view illustrating an insertion pipe 125.
• the inner circumferences of the insertion pipe 125 are coated with lubricant 125a to prevent them from corroding, and are connected to each other by release preventing couplers 125b in series.
• a releasing lever 125c is coupled to be rotated when the insertion pipes 125 are disassembled.
• Fig. 43 is a sectional view illustrating a state of an air packer before being operated to the hollow steel rod type pre-support according to the present invention
• Fig. 44 is a sectional view illustrating a state of the air packer after being operated to the hollow steel rod type pre-support according to the present invention. As shown in Figs.
• the packer device 120 includes a hollow pipe 131 engaged with the threads 110a of the hollow steel rod type pre-support 110 as the entrance of the perforation 22, an air packer 132 coupled with the outer circumference of the hollow pipe 131 and filled with air to closely pack the inner circumference of the perforation 22, a third donut-shaped stopper 133 coupled with a side of the air packer 132, and a fourth donut-shaped stopper 135 coupled with the opposite side of the air packer 132 in relation to the entrance of the perforation 22 and having an introducing hole to fill the air packer 132 with air through a packer pressing hose 134.
• Fig. 45 is a sectional view illustrating the installation of blast holes in the per ⁇ forations to the excavation line of the main tunnel in the pilot tunnel of the large sectional tunnel according to the present invention
• Fig. 46 is a plan view of Fig. 45
• Fig. 47 is an enlarged sectional view of the portion "I" in Fig. 46.
• a pre-support protector prevents the pre-support 110 from breaking due to the blasting when the perforation 22 is filled with charge to the excavation line 20 of the main tunnel and a blast hole is blasted.
• the pre-support protector includes a polyethylene foam pipe 141 installed on the outer cir ⁇ cumference of the short pipe 123 on the outer circumference of the hollow steel rod type pre-support 110 which is inserted into the perforation 22 formed outside the excavation line 20 of the main tunnel, a tamping envelope 142 positioned at the end of the entrance of the hollow steel rod type pre-support 110 to sequentially accommodate polyethylene foam 142a and sand 142 for reduction of shock wave, and low speed charge 143 and sand tamping are tamped repeatedly at the side of the tamping envelope 142 to blast.
• Fig. 48 is a sectional view illustrating a drilling machine for drilling the perforation hole in the pilot tunnel of the large sectional tunnel in the radial direction
• Fig. 49 is a sectional view illustrating that a drilling rod coupled with a guide beam of the drilling machine used in the large sectional tunnel according to the present invention is rotated according to change of rotational angles
• Fig. 50 is a plan view illustrating the drilling machine.
• the drilling machine includes a main body 151 having a power transmission installed in the longitudinal direction of the pilot tunnel, out hydraulic lifts 152 installed to the lateral front and rear sides of the main body 151 to support the main body 151 and to adjust the height of the main body 151, a central shaft 153 positioned on a longitudinal central line of the pilot tunnel 21 and supported to be rotated at the central portion of the main body 151, a drilling device 154 coupled with the front side of the central shaft 153 to rotate in the transversal direction of the pilot tunnel 21 and to drill a plurality of perforations 22 in the radial direction, and a level 155 coupled with the rear side of the central shaft 153 to check whether the main body 151 is level and to control the out hydraulic lifts 152.
• the drilling device 154 includes a guide beam 154b coupled with the front side of the central shaft 153 in the vertical direction through a shaft rotating device 154a, and a drilling rod 154c coupled with the guide beam 154b to drill the perforation 22 and rotated together with the guide beam 154b being rotated by 180 degrees by the shaft rotating device 154a when the guide beam 154b rotates and the rotation angle ⁇ of the guide beam 154b with respect to the horizon line is an obtuse angle.
• pilot tunnel 21 a section of the pilot tunnel 21 is excavated such that the center of curvature of a crown 20a of the excavation line 20 of the main tunnel is identical to the center of curvature of a crown 21a of the pilot tunnel 21.
• the drilling machine is a device for mechanically and precisely installing the pre- support in the pilot tunnel 21.
• the section of the tunnel must be designed to have a single curvature, at least the crowns 20a and 21a of 120 degrees must be designed to have a single curvature.
• the tunnelling method using pre-support concept and the adjustable apparatus thereof, since a plurality of pre-supports 10 is installed from the ground of the excavation line 20 of the tunnel by drilling, the installation does not interfere with the excavation so that the period needed to construct a tunnel is reduced, land subsidence is reduced compared to when the rock bolts are installed in the conventional tunnel, stand-up time for excavating a tunnel is prolonged, the tunnelling method has an arch-forming effect of the ground surrounding the tunnel, a ground improvement effect, a support-forming effect, an internal pressure effect of the convergence of a tunnel, and a keying effect of rock mass.
• the tunnelling method can be applied to a soil tunnel.
• the vertical piles serve to resist soil from the sidewalls
• the central vertical piles serve as pillars in a tunnel which has two arches after excavating three arches. Since the drain boards are installed at the excavation surface of the tunnel and the segments 30, drainage is smoothly carried out and efflorescence arisen from the shotcrete in the conventional tunnel does not occur.
• the tunnel can be constructed without damage of natural environment.
• either concrete slab 80 serving as a reaction beam against ground is placed or the pre- supports are pressed by segments so that pre-stress is applied to steel rods 61 as tensile members of the pre-stress type pre-supports 60, so that land subsidence is reduced, and shear stress is increased.
• FIGs. 1 to 3 are sectional views illustrating the installation of pre-supports toward a predetermined excavation line of a tunnel in the various forms prior to the excavation of the tunnel according to a tunnelling method of the present invention
• FIG. 4 is a sectional view illustrating the installation of a pillar of a tunnel having two arches after excavating three arches with pre-supports;
• FIG. 5 is a sectional view illustrating that according to a tunnelling method of the present invention, a tunnel is excavated after the installation of pre-supports and all the pre-supports are connected and fastened to each other along an excavation line of the tunnel by segments;
• FIG. 6 is a sectional view illustrating that according to the tunnelling method of the present invention, a tunnel is excavated after installation of pre-supports and the pre- supports are connected and fastened to each other along the excavation line of the tunnel by a truss made of reinforcing rods;
• Fig. 7 is a sectional view illustrating that according to a tunnelling method of the present invention, pre-supports are installed and reinforced by a plurality of pipe roofs at regular intervals in the transversal direction of a tunnel, and after that, the tunnel is excavated, arch-shaped steel ribs are installed at regular intervals in the longitudinal direction of the tunnel and are connected to the pre-supports by fastening;
• FIG. 8 is a sectional view illustrating that according to a tunnelling method of the present invention, pre-supports are positioned in the vicinity of the excavation line of a tunnel such that the pre-supports do not interfere with a plurality of pipe roofs;
• FIG. 9 is a perspective view illustrating that according to a tunnelling method of the present invention, a plurality of pipe roofs is installed at regular intervals in the transversal direction of a tunnel and arch-shaped steel ribs are installed at a pre ⁇ determined interval in the longitudinal direction of the tunnel such that the arch-shaped steel ribs are connected to the pre-supports by fastening;
• FIG. 10 is a perspective view illustrating the connection between pre-supports by steel plates according to a tunnelling method of the present invention
• Fig. 11 is a sectional view taken along the line A-A in Fig. 9;
• Fig. 12 is a sectional view illustrating that rock bolts are fastened to the lower side of the excavation line of a tunnel according to a tunnelling method of the present invention
• FIG. 13 is a partial sectional view illustrating that in the tunnelling method according to the present invention, pre-supports are piled deeper than the excavation line of a tunnel for the self -reinforcement of a facing of the tunnel;
• Fig. 14 is a sectional view taken along the line B-B in Fig. 13;
• Fig. 15 is a sectional view taken along the ling C-C in Fig. 13;
• FIG. 16 is a perspective view illustrating that, in the tunnelling method according to the present invention, band-type drain boards are continuously installed in the cir ⁇ cumference of a tunnel between the excavation face and segments when forming linings using trusses made of reinforcing bars and shotcrete;
• FIG. 17 is a sectional view illustrating other drainages of a tunnel in the tunnelling method according to the present invention.
• Fig. 18 is an enlarged sectional view illustrating the drainage in Fig. 17;
• Fig. 19 is a sectional view illustrating effect of applying pre-stress to pre-supports when shell forming members such as pre-stress type pre-supports, segments, or the like are connected to each other by pressing plates in a tunnelling method according to the present invention
• Fig. 20 is a detail sectional view illustrating a leading end supporting pre-stress type pre-support indicated by D in Fig. 19;
• Fig. 21 a sectional view illustrating pre-supports installed in a shallow overburden tunnel with thin cover in a tunnelling method according to the present invention
• Fig. 22 is a perspective view illustrating a reinforced truss used in a tunnelling method according to the present invention.
• Fig 23 is a sectional view taken along the line X-X in Fig. 22;
• Fig. 24 is a sectional view taken along the line Y-Y in Fig. 22;
• FIGs. 25 to 29 are views illustrating the sequence of installation of pre-supports in a tunnelling method according to the present invention.
• Fig. 30 is a sectional view illustrating that the pre-supports are inserted into per ⁇ forations formed in the radial direction in a pilot tunnel within in a large sectional tunnel;
• FIG. 31 is a sectional view illustrating that in the tunnelling method, a large sectional tunnel is excavated after the installation of the pre-supports and the segments are connected to the respective pre-supports in the excavation line of the tunnel;
• FIG. 32 is a sectional view illustrating that in the tunnelling method, a large sectional tunnel is excavated after the installation of the pre-supports and the trusses made of reinforcing bars are connected to the respective pre-supports in the excavation line of the tunnel;
• FIG. 33 is a sectional view illustrating that in the tunnelling method, a large sectional tunnel is excavated after the installation of the pre-supports and the rein ⁇ forcement using a plurality of pipe roofs at regular intervals in the transversal direction, and arch-shaped steel ribs are connected to the pre-supports after the arch- shaped steel ribs are installed at regular intervals in the longitudinal direction of the tunnel in the excavation line of the tunnel;
• Fig. 34 is a detail sectional view illustrating a hollow steel rod type pre-support used in the tunnelling method according to the present invention.
• Fig. 35 is a sectional view taken along the line E-E in Fig. 34;
• Fig. 36 is a detail sectional view of a steel rod type pre-support used in the tunnelling method according to the present invention.
• Fig. 37 is a detail sectional view of a steel wire type pre-support used in the tunnelling method according to the present invention.
• Fig. 38 is a sectional view taken along the line F-F in Fig. 37;
• Fig. 39 is a sectional view taken along the line G-G in Fig. 37;
• Fig. 40 is a sectional view illustrating a pre-support insertion pipe according to the present invention.
• Fig. 41 is a detail sectional view illustrating the portion H in Fig. 34 before inserting and fastening the pre-support insertion pipe according to the present invention
• Fig. 42 is a detail sectional view illustrating the portion H in Fig. 34 after inserting and fastening the pre-support insertion pipe according to the present invention
• FIG. 43 is a sectional view illustrating a state of an air packer before being operated to the hollow steel rod type pre-support according to the present invention
• Fig. 44 is a sectional view illustrating a state of the air packer after being operated to the hollow steel rod type pre-support according to the present invention
• FIG. 45 is a sectional view illustrating the installation of charging holes in the per- forations to the excavation line of the main tunnel in the pilot tunnel of the large sectional tunnel according to the present invention
• Fig. 46 is a plan view of Fig. 45;
• Fig. 47 is an enlarged sectional view of the portion I in Fig. 46;
• Fig. 48 is a sectional view illustrating a drilling machine for drilling a perforation hole in the pilot tunnel of the large sectional tunnel in the radial direction;
• Fig. 49 is a sectional view illustrating that a drilling rod coupled with a guide beam of the drilling machine used in the large sectional tunnel according to the present invention is rotated according to change of rotational angles;
• Fig. 50 is a plan view illustrating the drilling machine.

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• Excavating Of Shafts Or Tunnels (AREA)

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• 2005
  • 2005-11-29 JP JP2007542920A patent/JP4768747B2/ja active Active
  • 2005-11-29 KR KR1020050114621A patent/KR100740200B1/ko active Active
  • 2005-11-29 WO PCT/KR2005/004050 patent/WO2006057545A1/en active Application Filing
• 2010
  • 2010-11-09 JP JP2010250737A patent/JP5103516B2/ja active Active

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