Supporting method for large-section roadway tunneling of shield machine encountering water-guiding fractured zone

Abstract

The present application relates to the technical field of shield machine TBM roadway construction and supporting, in particular to a supporting method for a shield machine large-section roadway tunneling encountering a water-conducting fissure zone, which utilizes sparse and dense short anchor cables, steel arches, steel wire meshes, M-shaped steel bridging structures, grouting reinforcement and shotcreting to comprehensively reinforce the integrated water-conducting fissure zone of the roadway, and finally forms a complete integrated high-strength supporting and reinforcing system, so as to improve the deformation control and anti-seepage performance of the roadway, and realize efficient and safe construction of the high-altitude complex stratum TBM large-section roadway tunneling, and the construction supporting method has a simple process and obvious applicability for the reinforcement and control of the geological surrounding rock of the TBM large-section roadway tunneling encountering the water-conducting fissure zone.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of shield tunneling machine (TBM) roadway construction and support, in particular to a support method for shield tunneling machine (TBM) large-section roadway tunneling encountering a water-conducting fracture zone. BACKGROUND

[0002] With the improvement of contemporary science and technology, roadway construction methods are becoming more and more diversified. At present, the traditional metal mine roadway construction is still mainly based on the drilling and blasting method, which is widely used in mines due to its convenient construction. However, with the gradual depletion of mineral resources, deep or high-altitude complex stratum mineral resources have become an important direction of mining in China. Due to the special geological conditions in high-altitude areas, the traditional drilling and blasting method has low construction efficiency and high economic consumption, so some mines use shield tunneling machines (TBMs) for high-altitude roadway construction. During roadway construction, due to the differences in roadway surrounding rock stress and hydrogeological conditions, it is easy to encounter geological disasters similar to water-conducting fracture zones, and the roadway surrounding rock is easy to be broken and argillized under the synchronous influence of fracture water, which causes serious deformation of the roadway and induces water and mud inrush disasters, seriously affecting the roadway construction efficiency, the safety of workers, and the service life of the roadway. How to effectively support the roadway construction that encounters fault fracture zone type disasters has become a problem to be solved. SUMMARY

[0003] The embodiment of the present application provides a support method for shield tunneling machine (TBM) large-section roadway tunneling encountering a water-conducting fracture zone. The technical solution is as follows:

[0004] On the one hand, a support method for shield tunneling machine (TBM) large-section roadway tunneling encountering a water-conducting fracture zone is provided, which comprises the following steps:

[0005] S1, when the shield tunneling machine (TBM) encounters a water-conducting fracture zone 1 during tunneling into the rock mass, induces water inrush and mud gushing phenomenon, after most of the mud and slag 17 falls, the workers operate the pry rod to knock down and arrange the loose rocks at the top and around, complete the pry top work, and discharge the slag and soil out of the roadway;

[0006] S2, when most of the mud and slag 17 is cleaned up or the inner wall of the roadway bottom is completely exposed, the workers transport the steel wire mesh 8 to the exposed part of the water-conducting fracture zone 1, and place it at the material temporary placement point under the equipment roof structure 10, the workers operate the drilling equipment to drill holes 9 and grouting holes 22 in the inner wall of the roadway, the holes 9 are embedded as anchor cable holes, and part of them coincide with the grouting holes 22;

[0007] S3, after the drilling hole 9 and the grouting hole 22 are constructed, the steel wire mesh 8 previously placed under the equipment roof structure 10 is arranged on the inner wall of the roadway, the short anchor cable 21 is arranged and fixed to straighten the steel wire mesh 8, and an initial anchor net roof support structure is formed;

[0008] S4, after the overall short anchor cable 21 is fixed and the grouting work is completed, the arc-shaped steel arch is transported to the equipment roof structure 10, and two rows of circular steel arches 7 are arranged at the initial water-conducting fissure zone 1 support structure by interval combination, the circular steel arch 7 is combined by the arc-shaped steel arch through the arch combination structure 18;

[0009] S5, after the arch and the initial anchor net roof support structure are completely matched, the M-shaped steel bridge structure 25 is arranged between the two rows of circular steel arches 7, the M-shaped steel bridge structure 25 between the multiple rows of steel arches is arranged on the circular steel arch 7 in a staggered form, and is fixed on the top of the circular steel arch 7 in a welded form;

[0010] S6, after the circular steel arch 7 and the M-shaped steel bridge structure 25 are arranged to form the overall water-conducting fissure zone 1 support system, the C7.5 concrete is used as the main material to spray and reinforce the formed water-conducting fissure zone 1 support system;

[0011] S7, after the sprayed layer is solidified, the TBM body runs forward by a first distance on the track 13, the steps S1-S3 are repeated, then the circular steel arch 7 placed under the equipment roof structure 10 is arranged behind the previously fixed circular steel arch 7 by a second distance, only one row of circular steel arches is arranged, then the step S5 is repeated to connect the newly arranged circular steel arch 7 and the previously fixed circular steel arch 7 through the M-shaped steel bridge structure 25 to form the overall support system, and the step S6 is repeated to form the complete water-conducting fissure zone 1 support system;

[0012] S8, the step S7 is repeated until the shield machine TBM body completely passes through the water-conducting fissure zone 1 and the overall water-conducting fissure zone 1 support system is formed.

[0013] Optionally, before S1, the method further comprises:

[0014] Taking the tunneling direction of the shield machine TBM in the rock mass as a reference direction, the TBM tunnels forward in the surrounding rock 2 through the cutter head 3, when the TBM tunnels and encounters the water-conducting fissure zone 1, the steel support structure 15 in the wall of the front shield 4 of the TBM body performs initial support, so that the surrounding rock of the roadway remains stable and does not collapse.

[0015] Optionally, the operation of drilling the drilling hole 9 and the grouting hole 22 on the inner wall of the roadway in S2 specifically comprises:

[0016] With the roadway section center line as the reference, the roadway inner wall is arranged with a grouting hole 22 every 22.5°, with a hole depth of 3m and a radius of 0.1m;

[0017] Similarly, the short anchor cable support is arranged with the roadway section center line as the reference, and a borehole 9 with a hole depth of 6m and a radius of 0.05m is arranged every 11.25° on the left upper and right lower inner walls of the roadway with large pressure; and a borehole 9 with a hole depth of 6m and a radius of 0.05m is arranged every 22.5° on the right upper and left lower inner walls of the roadway with small pressure, and part of the anchor cable holes coincide with the grouting holes 22, and when coinciding, the anchor cable holes are arranged with the center of the formed grouting hole as the center.

[0018] Optionally, in S3, when the short anchor cable 21 is arranged, since the borehole 9 coincides with part of the grouting hole 22, when the short anchor cable 21 is arranged at the coinciding hole, the construction steps are as follows:

[0019] First, the short anchor cable 21 is arranged in the borehole 9, then the grout is injected into the grouting hole 22 by the grouting equipment, and after the grout solidifies, the steel mesh 8 is laid on the inner wall of the roadway, and then the short anchor cable 21 port is fixed on the steel mesh 8, forming an initial anchor net roof support structure.

[0020] Optionally, the interval in S4 is about 0.5m.

[0021] Optionally, the arch frame combined structure 18 in S4 is composed of an integral steel plate 19 and a nut and bolt combination 20.

[0022] Optionally, the M-shaped steel bridge structure 25 in S5 is only arranged on the circular steel arch frame 7 at the water flowing fracture zone, and the circular steel arch frame 7 without the water flowing fracture zone does not need to be arranged.

[0023] Optionally, due to the water flowing fracture zone and the surrounding rock pressure of the roadway, there is a space left after most of the rock collapses at the place where the roadway wall and the steel mesh are attached, and the space is not uniform, so in S6, the space needs to be filled with polyurethane expansion type filling material before spraying, so that the roadway wall and the steel mesh are attached and integrated, and then the spraying is reinforced.

[0024] Optionally, the spraying thickness in S6 is about 0.1m.

[0025] Optionally, the first distance in S7 is about 1m, and the second distance is about 0.5m.

[0026] The technical scheme provided by the present application has at least the following beneficial effects:

[0027] The application is based on the problems of roadway surrounding rock collapse, water inrush and mud gushing in the water-conducting fractured zone encountered by a large-section tunneling shield machine TBM in a complex high-altitude stratum, and proposes an integrated roadway water-conducting fractured zone comprehensive reinforcement using sparse and dense short anchor cables, steel arches, steel wire meshes, M-shaped steel bridging structures, grouting and shotcreting, to finally form a complete integrated high-strength support and reinforcement system.

[0028] (1) For the special geological condition of the water-conducting fractured zone encountered by a large-section tunneling shield machine TBM, the application can effectively avoid the problems of insufficient applicability, practicality and economic rationality of existing support devices and methods, and uses sparse and dense short anchor cables, steel arches, steel wire meshes, M-shaped steel bridging structures, grouting and shotcreting to perform integrated roadway water-conducting fractured zone comprehensive reinforcement, to finally form a complete integrated high-strength support and reinforcement system, which can completely reinforce the broken surrounding rock around the water-conducting fractured zone and effectively handle the influence of the water-conducting fractured zone and the surrounding rock mass on the safety and service life of the roadway.

[0029] (2) The application uses short anchor cables combined with grouting and steel wire meshes to support and reinforce the water-conducting fractured zone. The short anchor cables can effectively stabilize the falling of the surrounding rock of the fractured zone. In the grouting reinforcement, the grout can be filled into the cracks and micro-cracks in the roadway wall of the fractured zone through the grouting pressure, and part of the grouting holes coincide with the short anchor cable drill holes, which can effectively fix the anchor cable at the initial anchoring position without deformation. The combination of short anchor cables, grouting and steel wire meshes for systematic reinforcement of the surrounding rock of the water-conducting fractured zone forms a complete fractured zone broken roadway reinforcement system, which has good combined support effect and can effectively avoid subsequent water-conducting fractured zone-induced water inrush and mud gushing accidents in the roadway.

[0030] (3) For the difference in stress distribution between high-altitude and low-altitude regions, the stress distribution in some high-altitude regions after roadway excavation is mainly concentrated in the diagonal surface of the shield roadway at an angle of about 30-60°. Therefore, the application proposes a sparse and dense short anchor cable support arrangement method, in which more dense anchor cable holes are arranged in areas with high pressure, and more sparse anchor cable holes are arranged in areas with low pressure. This method can effectively deal with this type of geological condition, realize comprehensive and efficient reinforcement of the roadway, rationalize the use of materials, and safely, efficiently and economically arrange the support of the roadway construction.

[0031] (4) The application provides a combination method of arc-shaped steel arches, which combines three arc-shaped steel arches to form a whole circular steel arch, and the arches are combined through integral steel plates and nuts and bolts, and have good structural stability. The combination method can effectively improve the portability of long-distance transportation of the steel arches, reduce the labor intensity of workers, and the combined steel arch has excellent buffer bending resistance and low possibility of rigid fracture compared with the whole steel arch.

[0032] (5) The application provides an M-shaped steel bridging structure which is welded across the steel arches, and the M-shaped structure can effectively buffer the pressure of the roadway. The structure can also connect multiple rows of steel arches under the fracture zone to form a whole for synchronous support, and the whole support effect is obvious and the support performance is strong. When the steel wire mesh around the top of the roadway suddenly deforms due to pressure, the structure can effectively support the deformation of the steel wire mesh and play an obvious role in protecting the roadway. BRIEF DESCRIPTION OF DRAWINGS

[0033] In order to more clearly illustrate the technical solutions in the embodiments of the application, the following will briefly introduce the drawings needed to be used in the embodiment description. Obviously, the drawings in the following description are only some embodiments of the application, and other drawings can be obtained by those skilled in the art without creative labor.

[0034] Figure 1 is a schematic diagram of tunneling in a water-guiding fracture zone by a shield tunneling machine (TBM) provided by the embodiment of the application;

[0035] Figure 2 is a top view of support arrangement when tunneling in a water-guiding fracture zone;

[0036] Figure 3 is a side view of a front body of a shield tunneling machine (TBM) provided by the embodiment of the application;

[0037] Figure 4 is a sectional view (A-A') of a circular steel arch support for a roadway provided by the embodiment of the application;

[0038] Figure 5 is a sectional view (B-B') of an anchor-mesh-injection-spraying integrated support for a roadway provided by the embodiment of the application;

[0039] Figure 6 is a schematic diagram of an arch combination structure provided by the embodiment of the application;

[0040] Figure 7 is a schematic diagram of an M-shaped steel bridging structure provided by the embodiment of the application. BRIEF DESCRIPTION OF DRAWINGS:

[0042] 1-water conducting fracture zone; 2-surrounding rock; 3-cutterhead; 4-shield; 5-shield support structure; 6-pedestrian walkway; 7-circular steel arch; 8-steel mesh; 9-drilling hole; 10-equipment roof support structure; 11-tunnel interior; 12-rail-mounted slag transport vehicle; 13-shield tunneling machine track; 14-slag transport vehicle track; 15-steel support structure; 16-main shaft body; 17-mud and sludge; 18-arch assembly structure; 19-integral steel plate; 20-nut and bolt assembly; 21-short anchor cable; 22-grouting hole; 23-grouting reinforcement range; 24-C7.5 concrete grouting; 25-M-shaped steel bridging structure. DETAILED DESCRIPTION

[0043] In order to make the technical problems, technical solutions and advantages of the present application more clear, the following will be described in detail with reference to the drawings and specific embodiments.

[0044] In one aspect, a support method for a shield tunneling machine large cross-section tunneling encountering a water conducting fracture zone is provided, and the method comprises:

[0045] S1, when the shield tunneling machine TBM tunnels into the rock mass and encounters a water conducting fracture zone 1, inducing water inrush and sludge gushing, after most of the sludge 17 falls, the operating personnel knock down and arrange the loose rocks at the top and around the shield 4 as a protection area, complete the prying work, and discharge the sludge out of the tunnel;

[0046] S2, when most of the sludge 17 is cleaned up or the inner wall of the tunnel bottom is completely exposed, the operating personnel transport the steel mesh 8 to the exposed part of the water conducting fracture zone 1, and place it at the material temporary placement point under the equipment roof support structure 10, the operating personnel operate the drilling equipment to drill the drilling hole 9 and the grouting hole 22 to the inner wall of the tunnel, the drilling hole 9 is embedded into the anchor cable as an anchor cable hole, and part of it coincides with the grouting hole 22;

[0047] S3, after the drilling hole 9 and the grouting hole 22 are constructed, the steel mesh 8 previously placed under the equipment roof support structure 10 is arranged on the inner wall of the tunnel, the short anchor cable 21 is arranged and fixed to straighten the steel mesh 8, forming an initial anchor net roof support structure;

[0048] S4, after the overall short anchor cable 21 is fixed and the grouting work is completed, the arc-shaped steel arch is transported to under the equipment roof support structure 10, and is arranged in two rows of circular steel arches 7 at the initial water conducting fracture zone 1 support structure by interval combination, the circular steel arch 7 is combined by the arc-shaped steel arch through the arch assembly structure 18;

[0049] S5, after the arch and the initial anchor net roof structure completely fit, the M-shaped steel bridge structure 25 is arranged between the two rows of circular steel arches 7, and the M-shaped steel bridge structure 25 between the multiple rows of steel arches is arranged on the circular steel arch 7 in a staggered form and is fixed on the top of the circular steel arch 7 in a welded form;

[0050] S6, after the circular steel arch 7 and the M-shaped steel bridge structure 25 are arranged to form the whole water guide fracture zone 1 support system, the formed water guide fracture zone 1 support system is reinforced by spraying C7.5 concrete as the main material;

[0051] S7, after the sprayed layer is solidified, the TBM body runs forward by a first distance on the track 13, and the foregoing steps S1-S3 are repeated, and then the circular steel arch 7 placed under the equipment roof structure 10 is arranged behind the foregoing fixed circular steel arch 7 by a second distance, and only one row of circular steel arches is arranged during the arrangement, and then the circular steel arch 7 arranged newly is connected with the foregoing fixed circular steel arch 7 through the M-shaped steel bridge structure 25 to form a whole support system, and the step S6 is repeated to form a complete water guide fracture zone 1 support system;

[0052] S8, the step S7 is repeated until the shield machine TBM body completely passes through the water guide fracture zone 1 and the water guide fracture zone 1 support system is formed as a whole.

[0053] Optionally, before S1, the method further comprises:

[0054] Taking the tunneling direction of the shield machine TBM in the rock mass as a reference direction, the TBM tunnels forward in the surrounding rock 2 through the cutter head 3, and when the TBM tunnels and encounters the water guide fracture zone 1, the steel support structure 15 in the wall of the front shield 4 of the TBM body performs initial support, so that the surrounding rock of the tunnel still remains stable and does not collapse.

[0055] Optionally, the operation of drilling the drilling equipment to drill the drilling hole 9 and the grouting hole 22 in the inner wall of the tunnel in S2 specifically comprises:

[0056] Taking the center line of the tunnel section as a reference, the inner wall of the tunnel is arranged with a grouting hole 22 every 22.5°, and the grouting hole 22 has a hole depth of 3m and a radius of 0.1m;

[0057] Similarly, the dense and sparse short anchor cable support is arranged taking the center line of the tunnel section as a reference, the inner wall of the left upper and right lower of the tunnel with large pressure is arranged with a drilling hole 9 every 11.25°, and the drilling hole 9 has a hole depth of 6m and a radius of 0.05m; and the inner wall of the right upper and left lower of the tunnel with small pressure is arranged with a drilling hole 9 every 22.5°, and the drilling hole 9 has a hole depth of 6m and a radius of 0.05m, part of the anchor cable holes coincide with the grouting holes 22, and when the anchor cable holes coincide with the grouting holes 22, the anchor cable holes are arranged taking the center of the formed grouting hole as the center.

[0058] Optionally, in step S3, when arranging the short anchor cable 21, since the drill hole 9 overlaps with part of the grouting hole 22, the construction steps for arranging the short anchor cable 21 at the overlapping hole are as follows:

[0059] First, short anchor cables 21 are placed in borehole 9. Then, grout is injected into grouting hole 22 using grouting equipment. After the grout solidifies, wire mesh 8 is laid on the inner wall of the roadway. Then, the ends of short anchor cables 21 are fixed on the wire mesh 8 to form the initial anchor mesh roof protection structure.

[0060] Optionally, the interval in S4 is approximately 0.5m.

[0061] Optionally, the arch frame assembly structure 18 in S4 is composed of an integral steel plate 19 and a nut and bolt assembly 20.

[0062] Optionally, the M-shaped rigid bridging structure 25 in S5 is only arranged on the circular steel arch 7 at the water-conducting fissure zone, and the circular steel arch 7 without the water-conducting fissure zone does not need to be arranged.

[0063] Optionally, due to the pressure from the water-conducting fracture zone and the surrounding rock of the tunnel, there will be a large amount of space left after the rock collapses at the junction of the tunnel wall and the wire mesh. The space is irregular and needs to be filled with polyurethane expansion filler material before shotcreting in S6 to make the tunnel wall and the wire mesh surface fit together well, and then shotcreting reinforcement is carried out.

[0064] Optionally, the shotcrete thickness in S6 is approximately 0.1 m.

[0065] Optionally, the first distance in S7 is about 1m and the second distance is about 0.5m.

[0066] The following is combined with Figures 1-7 This invention provides a detailed description of a support method for a tunnel boring machine encountering a water-conducting fracture zone during large-section tunnel excavation. The method includes:

[0067] (1) such as Figures 1-3 As shown, with the tunnel boring machine (TBM) tunneling into the rock as the reference direction, the TBM tunnels forward in the surrounding rock 2 through the cutterhead 3. When the TBM encounters the water-conducting fissure zone 1 during tunneling, the rigid support structure 15 inside the front shield 4 of the TBM body provides initial support, so that the surrounding rock of the tunnel remains stable and does not collapse.

[0068] (2) When the TBM continues to advance through track 13 to a certain distance (the upper water-conducting fracture zone 1 of the TBM shield 4 is exposed to about 1m behind the shield 4), at this time, due to the unstable geological structure of the water-conducting fracture zone and the pressure from the surrounding rock, some mud slag 17 collapses to the bottom of the tunnel under the shield 4. Furthermore, due to the flow of fracture water, the muddy soil in the rock fissures is accompanied by the muddy soil, which induces the phenomenon of water inrush and mud sluice.

[0069] (3), after most of the sludge 17 cross after, the operator with shield 4 as the protection area, operating lever to top and loose loose rock around the knock down arrangement, complete pry top work;

[0070] (4), after pry top work is completed, the operator at the bottom of the roadway 17 with mini mechanical loading equipment to load sludge 17 to the TBM built-in sludge belt, by the sludge belt to the rail sludge car 12, rail sludge car 12 through the rail locomotive traction to the track 14 to discharge the sludge from the roadway;

[0071] (5), after most of the sludge 17 clean up or the inner wall of the roadway bottom is exposed completely, the operator will steel wire mesh 8 from the footboard 7 to the exposed part of the water guide fracture zone 1, placed in the material temporary placement point under the equipment roof structure 10, the operator takes the main shaft body 16 as the working area, operates the drilling equipment to drill the drill hole 9 and the grouting hole 22 in the inner wall of the roadway, the drill hole 9 is embedded into the anchor cable as the anchor hole, part of which coincides with the grouting hole 22;

[0072] (6), the arrangement form of drill hole 9 and grouting hole 22 is as follows Figure 5 With the center line of the roadway section as the reference, one grouting hole 22 with a depth of 3m and a radius of 0.1m is arranged every 22.5° on the inner wall of the roadway; similarly, with the center line of the roadway section as the reference, one drill hole 9 with a depth of 6m and a radius of 0.05m is arranged every 11.25° on the upper left and lower right inner walls of the roadway; while one drill hole 9 with a depth of 6m and a radius of 0.05m is arranged every 22.5° on the upper right and lower left inner walls of the roadway, part of the anchor hole coincides with the grouting hole 22, when coinciding, the anchor hole should be arranged with the center of the formed grouting hole as the center;

[0073] (7), after the completion of the construction of drill hole 9 and grouting hole 22, the steel wire mesh 8 previously placed under the equipment roof structure 10 is arranged on the inner wall of the roadway, and is fixed straight by the short anchor cable 21, forming the initial anchor net roof structure, when arranging the short anchor cable 21, since the drill hole 9 coincides with part of the grouting hole 22, the construction steps are: first arrange the short anchor cable 21 in the drill hole 9, then inject the slurry into the grouting hole 22 with the grouting equipment, after the slurry solidifies, lay the steel wire mesh 8 on the inner wall of the roadway, and then fix the port of the short anchor cable 21 on the steel wire mesh 8, forming the initial anchor net roof structure;

[0074] (8), after the completion of the whole short anchor cable 21 fixing and grouting work, the arc-shaped steel arch is transported to the equipment roof structure 10, and is combined and arranged with an interval of 0.5m to form two rows of circular steel arches 7 at the initial water guide fracture zone 1 support structure, as shown in Figure 4As shown, the circular steel arches are combined by arc-shaped steel arches through arch combination structure 18, which is composed of integral steel plate 19 and nut and bolt combination 20, as shown in Figure 6

[0075] (9) After the arches completely fit the initial anchor net roof support structure (initial water flowing fracture zone 1 support structure), M-shaped steel bridging structure 25 is arranged between the two rows of circular steel arches 7, as shown in Figure 2 、 7 As shown, the M-shaped steel bridging structure 25 is arranged on the circular steel arches 7 in a staggered manner and is fixed to the top of the circular steel arches 7 in a welded manner. The M-shaped steel bridging structure 25 is only arranged on the circular steel arches 7 at the water flowing fracture zone, and the circular steel arches 7 without the water flowing fracture zone do not need to be arranged. For details, refer to Figure 2

[0076] (10) After the circular steel arches 7 and the M-shaped steel bridging structure 25 are arranged to form the overall water flowing fracture zone 1 support system, the formed water flowing fracture zone 1 support system is shotcreting reinforced with C7.5 concrete as the main material. The shotcreting thickness is about 0.1 m. Due to the water flowing fracture zone and the pressure of the surrounding rock of the roadway, there will be a space left after most of the rock collapses at the place where the roadway wall and the steel mesh fit. This space is not uniform, and before shotcreting, it needs to be filled with polyurethane expansion type filling material to make the roadway wall and the steel mesh surface fit well, and then shotcreting reinforcement is carried out.

[0077] (11) After the aforementioned steps are completed and the shotcreting layer is solidified, the TBM machine body runs forward about 1 m on the track 13, and the aforementioned steps (3) to (7) are repeated. Then the circular steel arches 7 placed under the equipment roof support structure 10 are arranged 0.5 m behind the aforementioned fixed circular steel arches 7. At this point, there is only one row of circular steel arches arranged, and then step (9) is repeated to connect the newly arranged circular steel arches 7 and the aforementioned fixed circular steel arches 7 through the M-shaped steel bridging structure 25 to form an overall support system. After the aforementioned steps are completed, step (10) is repeated to form a complete water flowing fracture zone 1 support system.

[0078] (12) Repeat step (11) until the shield machine TBM machine body completely passes through the water flowing fracture zone 1 and the water flowing fracture zone 1 support system is formed as a whole and has good support characteristics.

[0079] ​​The embodiment of the present application is aimed at the difference between high-altitude areas and low-altitude areas in ground stress distribution and the influence of part of water-conducting fractured zones in complex strata on large-section roadway excavation construction of a shield machine TBM, and therefore proposes a supporting method for water-conducting fractured zones encountered in large-section roadway excavation of a shield machine TBM in high-altitude complex strata, which can effectively solve the problems of roadway stability decline, worker safety reduction, shield machine TBM safety reduction and the like caused by sudden water-conducting fractured zones encountered in large-section roadway excavation of a shield machine TBM. The integrated water-conducting fractured zone supporting and reinforcing system adopted by the embodiment of the present application can effectively solve the influence of water-conducting fractured zones and broken surrounding rock on roadway safety, and can effectively increase the service life of the roadway. The short anchor cable combined with grouting and steel mesh are used to support and reinforce the water-conducting fractured zone, form a good combined support structure, and the synchronous application of the grouting method can greatly avoid the occurrence of water inrush and mud gushing accidents. The application of the sparse and dense short anchor cable supporting arrangement method can effectively improve the stability of the surrounding rock of the roadway, and can reasonably use the materials in the roadway supporting work, which is a safe, efficient and economical anchor-mesh-grouting combined supporting arrangement method. The arc-shaped steel arch frame combination method adopted in the embodiment of the present application can effectively improve the portability of the steel arch frame in super-long distance transportation, reduce the labor intensity of workers, and also can reduce the possibility of rigid fracture of the steel arch frame. In the embodiment of the present application, the use of the M-shaped steel bridge structure can effectively solve the problem of roadway roof convergence, play a partial buffering role, and can support the steel mesh around the top of the roadway, avoid the deformation of the steel mesh affecting the safety and stability of the roadway and the service life of the roadway when the roadway convergence is serious, play a more obvious role in protecting the roadway, and the overall supporting effect is more obvious and the supporting performance is stronger.

[0080] The above only describes the preferred embodiments of the present application and is not intended to limit the present application. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A supporting method for a water-conducting fractured zone encountered by a shield machine in large cross-section tunneling, characterized in that, The method comprises: S1, when the shield tunneling machine TBM encounters water flowing fracture zone (1) induced water inrush and mud phenomenon while tunneling in rock mass, after most of the sludge (17) falls, the operator operates the pry rod to knock off and arrange the loose broken stones on the top and around the shield (4) as the protection area, completes the pry top work, and discharges the sludge out of the tunnel; S2, after most of the sludge (17) is cleaned up or the inner wall of the tunnel bottom is completely exposed, the operator transports the steel wire mesh (8) to the exposed part of the water flowing fracture zone (1), places it at the temporary material placement point under the equipment roof structure (10), and operates the drilling equipment to drill holes (9) and grouting holes (22) in the inner wall of the tunnel, the drilling holes (9) are embedded into anchor cables as anchor cable holes, and part of them coincide with the grouting holes (22); S3, after the drilling holes (9) and grouting holes (22) are constructed, the steel wire mesh (8) previously placed under the equipment roof structure (10) is arranged on the inner wall of the tunnel, the short anchor cable (21) is arranged and fixed to straighten the steel wire mesh (8), and the initial anchor net roof structure is formed; S4, after the overall short anchor cable (21) is fixed and the grouting work is completed, the arc-shaped steel arch is transported under the equipment roof structure (10) and is arranged in two rows of circular steel arches (7) at the initial water flowing fracture zone (1) support structure by interval combination, and the circular steel arch (7) is combined by the arc-shaped steel arch through the arch combination structure (18); S5, after the arches completely fit the initial anchor net roof structure, the M-shaped steel bridge structure (25) is arranged between the two rows of circular steel arches (7), the M-shaped steel bridge structure (25) is arranged on the circular steel arch (7) in a staggered form, and is fixed on the top of the circular steel arch (7) in a welded form; S6, after the circular steel arch (7) and the M-shaped steel bridge structure (25) are arranged to form the overall water flowing fracture zone (1) support system, the formed water flowing fracture zone (1) support system is reinforced by spraying C7.5 concrete as the main material; S7, after the sprayed layer is solidified, the TBM body runs a first distance forward along the track (13), repeats the previous steps S1-S3, then arranges the circular steel arch (7) placed under the equipment roof structure (10) a second distance behind the previously fixed circular steel arch (7), arranges only one row of circular steel arches during the arrangement, then repeats step S5 to connect the newly arranged circular steel arch (7) and the previously fixed circular steel arch (7) through the M-shaped steel bridge structure (25) to form the overall support system, and repeats step S6 to form the complete water flowing fracture zone (1) support system; S8, repeat step S7 until the shield tunneling machine TBM body completely passes through the water flowing fracture zone (1) and the overall water flowing fracture zone (1) support system is formed; In S2, the drilling equipment drills holes (9) and grouting holes (22) in the inner wall of the tunnel, which specifically comprises: Taking the tunnel section center line as the reference, one grouting hole (22) with a hole depth of 3m and a radius of 0.1m is arranged every 22.5° on the inner wall of the tunnel; Similarly, the short anchor cable support is arranged based on the center line of the roadway section, a hole with a depth of 6 m and a radius of 0.05 m is arranged on the left upper and right lower inner walls of the roadway with large pressure every 11.25°, and a hole with a depth of 6 m and a radius of 0.05 m is arranged on the right upper and left lower inner walls of the roadway with small pressure every 22.5°; part of the anchor cable holes coincides with the grouting holes (22), and when the holes coincide, the anchor cable holes are arranged with the center of the formed grouting hole as the center.

2. The method of claim 1, wherein, Before S1, the method further comprises: With the tunneling direction of the shield tunneling machine (TBM) in the rock mass as the reference direction, the TBM tunnels forward in the surrounding rock (2) through the cutter head (3), and when the TBM tunnels and encounters the water-conducting fracture zone (1), the steel support structure (15) in the front shield (4) wall of the TBM body performs initial support, so that the surrounding rock of the roadway remains stable and does not collapse.

3. The method of claim 1, wherein, In S3, when the short anchor cable (21) is arranged, since the drilling hole (9) coincides with part of the grouting hole (22), when the short anchor cable (21) is arranged at the coincident hole, the construction steps are: First, the short anchor cable (21) is arranged in the drilling hole (9), then the grout is injected into the grouting hole (22) by the grouting equipment, after the grout solidifies, the steel wire mesh (8) is laid on the inner wall of the roadway, and then the short anchor cable (21) port is fixed on the steel wire mesh (8) to form an initial anchor net roof support structure.

4. The method of claim 1, wherein, The interval in S4 is 0.5 m.

5. The method of claim 1, wherein, The arch frame combined structure (18) in S4 is composed of an integral steel plate (19) and a nut and bolt combination (20).

6. The method of claim 1, wherein, The M-shaped steel bridge structure (25) in S5 is only arranged on the circular steel arch frame (7) at the water-conducting fracture zone, and the circular steel arch frame (7) without the water-conducting fracture zone does not need to be arranged.

7. The method of claim 1, wherein, Due to the water-conducting fracture zone and the pressure of the surrounding rock of the roadway, most of the rock will collapse and leave a space between the roadway wall and the steel wire mesh, and the space is not uniform. In S6, the space is filled with polyurethane expansion type filling material before spraying, so that the roadway wall and the steel wire mesh are in close contact, and then the spraying is reinforced.

8. The method of claim 1, wherein, The spraying thickness in S6 is 0.1 m.

9. The method of claim 1, wherein, The first distance in S7 is 1 m, and the second distance is 0.5 m.

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