CN114109442A - Tunnel karst broken zone collapse half-section curtain forward grouting reinforcement treatment method - Google Patents
Tunnel karst broken zone collapse half-section curtain forward grouting reinforcement treatment method Download PDFInfo
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- 238000007596 consolidation process Methods 0.000 claims description 21
- 239000002002 slurry Substances 0.000 claims description 16
- 229910000831 Steel Inorganic materials 0.000 claims description 10
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- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
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- 229910000514 dolomite Inorganic materials 0.000 description 2
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Abstract
The invention discloses a tunnel karst fractured zone collapse half-section curtain forward grouting reinforcement processing method. The method comprises the following steps: carrying out back-pressure backfill plugging emergency treatment on the tunnel face, and grouting to reinforce the collapsed body; arranging a concrete grout stop wall with the thickness of 2-5 m on the tunnel face; grouting and reinforcing loose bodies and surrounding rocks within the range of 3m-4.5m outside the outline of the excavation section at the rear end of the grout-stopping wall by 3m to form an annular grout-stopping curtain layer; grouting reinforcement is carried out on a horizontal section of the collapsed body, which is 3m away from the top of the tunnel, by adopting a sectional advancing type grouting mode to form a horizontal grout stop curtain layer; for a geological weak section, implementing advanced sectional advancing grouting reinforcement construction; after grouting, 3 advanced horizontal probing holes are uniformly distributed and drilled in the range of 1m near the arch contour line, and grouting effect is analyzed and judged. The invention can better ensure the grouting reinforcement effect, improve the success rate of successfully tunneling through the karst fracture zone, has higher safety, can accelerate the construction treatment progress of the unfavorable geological section, and saves the construction period and the cost.
Description
Technical Field
The invention relates to a reinforcement treatment method for a collapsed body of a tunnel karst fractured zone, and belongs to the technical field of tunnel construction.
Background
With the high-speed development of railway construction, railways gradually develop to remote areas, tunnels are repaired longer, the passing geology is more complex, usually, adverse geology has collapse, mud burst, water burst, karst, gas, faults, structural broken zones, large deformation, rock burst and the like, when the adverse geology is encountered, if a processing mode is not selected properly, great economic loss or safety accidents can be caused, meanwhile, the construction period of the tunnels of key lines is delayed, and the whole construction period is seriously influenced.
At present, the construction and treatment scheme of the domestic tunnel in the unfavorable geological sections such as a karst fractured zone is still in a groping stage, and relatively mature construction case guidance is lacked. If the construction is directly carried out according to the traditional curtain grouting scheme, the investment cost is high and the treatment period is long, and the method is not suitable from the economic and construction period guarantee angles; if the construction method of the advanced long pipe shed support, the construction method of the advanced pipe curtain support and the construction method of the CD method which are relatively quick and low in investment are adopted, the success rate and the safety are low when the tunnel is successfully tunneled through a karst crushing zone, and unnecessary material waste, construction period delay and nest labor compensation can be increased.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides the tunnel karst fractured zone collapse half-section curtain advancing type grouting reinforcement treatment method which can better ensure the grouting reinforcement effect, improve the success rate of successfully tunneling through the karst fractured zone and has higher safety.
The invention is realized by the following technical scheme: a tunnel karst broken zone collapsed half-section curtain forward grouting reinforcement processing method is characterized by comprising the following steps: the method comprises the following steps:
(1) carrying out back-pressure backfill plugging emergency treatment on the face to avoid continuous collapse, and solidifying a collapsed body in a grouting reinforcement mode so as to be close to the face to excavate a grout stop wall as far as possible under the condition of ensuring that the face does not collapse;
(2) arranging a concrete grout stop wall with the thickness of 2-5 m on the tunnel face;
(3) adopting YT-28 air drill construction and grouting to reinforce loose bodies and surrounding rocks within the range of 3m-4.5m outside an excavation outline line of a 3m tunnel forming section at the rear end of the grout-stopping wall to form an annular grout-stopping curtain layer;
(4) drilling advanced horizontal grouting curtain holes on a horizontal section of the collapsed body, which is 3m away from the top of the tunnel, by using a pipe shed drilling machine, wherein the horizontal distance of the drilled holes is 1-1.5 m, and grouting reinforcement is carried out by adopting a sectional advancing grouting mode to form a horizontal grout stopping curtain layer;
(5) for a geological weak section, a pipe shed drilling machine and a high-pressure grouting pump are adopted to implement advanced sectional advancing type grouting reinforcement construction, surrounding rock within a range of 4.5m outside an excavation contour line is reinforced, and phi 22 threaded steel bars are embedded in grouting holes to form a consolidated ring in an arch part range, so that the pressure of the surrounding rock in the excavation process is overcome;
(6) after grouting is finished, 3 advanced horizontal probing holes are uniformly drilled in the range of 1m near the arch contour line by analyzing the advanced grouting consolidation drilling and grouting conditions, the grouting effect is analyzed and judged, guidance is provided for next excavation and tunneling, and construction safety is guaranteed.
The invention optimizes and adds the horizontal grout stopping curtain, surface layer consolidation grout stopping and forward grouting consolidation processes on the basis of the traditional curtain grouting process, and obtains better effects on saving grouting amount and drilling porosity of karst fracture zones. The horizontal grout stopping curtain and the surface layer consolidation grout stopping can effectively prevent excessive loss of grout into a collapse body and a rock and soil body inside an excavation contour line during advanced reinforcement, an upper half section curtain grouting space is formed, and the aims of accelerating treatment efficiency and shortening treatment period are fulfilled on the premise of ensuring reinforcement treatment effect. The advanced sectional advancing type grouting reinforcement construction can effectively ensure the drilling and hole forming rate, simultaneously ensure the grouting consolidation effect, improve the construction efficiency, shorten the construction period and ensure the tunnel construction safety.
Further, in the step 1, when the tunnel face is subjected to back-pressure backfill plugging treatment, the tunnel face is subjected to back-pressure backfill by adopting muck, and then a stacking sand bag is adopted to plug a chute collapse port to prevent continuous chute collapse; when grouting, reinforcing and consolidating the slumped bodies, a sealing layer with the thickness of 5cm is sprayed on the surface of the collapsed face by adopting C25 sprayed concrete to fully cover the surface, meanwhile, C25 sprayed concrete is used for blocking the exposed surface of the face, phi 42 grouting flower pipes are arranged on the collapsed body near the face, the length of each grouting flower pipe is 4.5m, the distance between each grouting flower pipe and each grouting flower pipe is 1.5m multiplied by 1.5m and the collapsed body is arranged in a quincunx shape, and grouting consolidation is carried out by adopting double liquid slurry.
Further, the construction parameters in the step 3 are that the drilling depth L is 3-5 m, the drilling distance is 1m multiplied by 1m, and radial drilling is carried out.
Further, in the step 4, a section advancing type grouting mode adopts a 1.5m long orifice pipe with the diameter of phi 89, drilling is carried out for 3-5 m each time, full-section pure pressure type grouting of a bare hole is carried out, after the completion, the bare hole is emptied to the original hole depth, drilling is continued to the deep part, the process is repeated, and finally the design depth is reached; and (3) grouting slurry by adopting C-S double-slurry or cement paste, wherein the grouting pressure P is 1-2 Mpa.
Further, the segmented advancing type grouting reinforcement mode in the step 5 is to drill a section of grouting and concreting a section, and adopt naked hole grouting; the construction parameters in the step 5 are as follows: the drilling depth L is 6-24 m, the drilling distance is 1.5-2 m, the drilling angle is 9-52 degrees, and the drilling holes are arranged in a fan shape; and (3) pouring the grout by adopting 0.5:1 pure cement grout and C-S double-grout, wherein the grouting pressure P is 2-3 Mpa.
Furthermore, when the grout stopping wall is poured, a drain pipe is buried in a place where flowing water is concentrated.
The invention has the beneficial effects that: the invention can better ensure the grouting reinforcement effect, improve the success rate of successfully tunneling through the karst fracture zone and has higher safety. The method optimizes and adds the processes of horizontal grout stopping curtain, surface layer consolidation grout stopping, forward grouting consolidation and the like on the basis of the traditional curtain grouting process, can obtain better effects on saving grouting amount and the drilling and hole forming rate of the karst fracture zone, can reduce unnecessary material waste, construction period delay and nest labor compensation, and can ensure that the length of one-time reinforcement treatment can reach 20m, thereby accelerating the construction treatment progress of unfavorable geological sections, and being safer, more environment-friendly, and saving construction period and cost. Compared with the commonly adopted advanced long pipe shed support construction method, the advanced pipe curtain support construction method, the CD method construction method and the traditional curtain grouting construction method, the method is more economical, safer, higher in success rate, and better in adaptability, advancement and popularization. The method provides a better practical foundation for the selection of the treatment scheme of similar karst fracture zones, fracture structures and water-rich rock stratum collapse in the future tunnel construction, and simultaneously is further optimized and innovated for the traditional curtain grouting construction method. The method has stronger applicability and safety, can be applied to railway tunnels and highway tunnels in unfavorable geological sections such as karst fractured zone water-rich sections, mud burst, sand gushing, water gushing and other tectonic fractured zones, can reduce the construction cost, has remarkable social and environmental protection benefits, and has wide popularization and application prospects.
Drawings
FIG. 1 is a longitudinal sectional view of a tunnel karst fractured zone collapsed half-section curtain grouting advancing grouting construction treatment in an embodiment;
FIG. 2 is a perspective view of the cross section of DK000+003 (stop-grouting wall) with pre-grouting reinforcement and pre-horizontal stop-grouting curtain hole position arrangement in the embodiment;
FIG. 3 is a flow chart of a forward grouting process;
in the figure, 1, stop-grouting curtain drilling and 2, advance consolidation drilling.
Detailed Description
The invention will now be further illustrated by way of non-limiting examples in conjunction with the accompanying drawings:
as shown in the attached drawing, the unfavorable geology of the construction case is a karst fracture zone which mainly comprises dolomite and dolomite limestone-included marl, joint cracks grow extremely and are broken and loose, and surrounding rocks are broken to extremely broken; surrounding rocks have tiny dissolved pores, are relatively developed by dissolution, and develop in karst fissure water; the tunnel excavation forms face to nothing, and the vault loose body falls down by the influence of crack water, and the maximum water inflow is about 12000m3D, normal water inflow of about 6000m3/d。
The main construction procedures and construction steps are as follows:
the method comprises the steps of tunnel face back pressure backfilling, plugging emergency treatment → collapsed body slip casting consolidation → slurry stop wall excavation, pouring → surface layer consolidation and water plugging → horizontal slurry stop curtain → advanced subsection advancing type slurry casting consolidation → grouting reinforcement effect evaluation and drainage construction → three-step and temporary inverted arch method excavation and tunneling construction.
The concrete construction steps are as follows:
1. carrying out back pressure backfill plugging emergency treatment on the tunnel face:
and (3) organizing mechanical equipment to transport the muck backfill back-pressure face (if the face is collapsed continuously, a muck retaining wall is arranged behind the face to naturally accumulate collapsed materials to the top of the face), and then adopting a stacking sand bag to seal the collapsed opening to prevent the muck from collapsing continuously. In order to reduce the washout of karst fissure water on collapsed bodies and sand bags and prevent water pressure from being higher, water leading and draining pipes can be buried according to the water quantity.
2. Grouting and solidifying the tunnel face collapsed body:
the surface of the rolled and collapsed face is totally covered with a sealing layer with the spraying thickness of 5cm by C25 sprayed concrete, and the exposed face of the face is sealed by C25 sprayed concrete; a phi 42 grouting perforated pipe is arranged near a tunnel face for collapse, the length of the perforated pipe is 4.5 m/root, the pitch is 1.5m multiplied by 1.5m, quincunx arrangement is carried out, double-liquid slurry is adopted for grouting consolidation, and the aim of avoiding collapse when a slurry stop wall is excavated is achieved.
3. And (3) excavating and pouring construction of the grout stopping wall:
the grout stopping wall can effectively avoid excessive loss of grout in the grouting process, improve the grouting efficiency, achieve the grouting effect, shorten the treatment period and play a role in sealing and stopping water for the karst water seepage section.
(1) Excavating construction: the slumping body achieves that the excavation does not collapse any more through grouting consolidation, generally, under the condition that the working face is guaranteed not to collapse any more, the slumping body is close to the working face as much as possible to excavate a pouring position of a grout stop wall, and the height of the excavation height of the double-line tunnel from the vault is about 4.5m and is 3-5 m away from the original working face;
(2) the thickness of the grout wall is set as follows: the thickness is 2-5 m (the thickness of the grout stopping wall is judged according to the water pressure, the water pressure is increased by 1MPa generally, the wall thickness is increased by 1m, the minimum thickness is 2m generally, and the maximum thickness is 5m generally);
(3) and (3) leading and discharging treatment: before the grout stopping wall is poured, drainage treatment needs to be carried out on the concentrated water outlet part of the existing tunnel face. The method mainly comprises the following steps: the method comprises the following steps of pre-embedding a drainage pipe (a pipe opening is provided with a valve), locally caulking, manufacturing a membrane bag drainage device and the like, so that the dispersed flowing water on the existing tunnel face can be basically controlled after drainage treatment, the pouring of the grout stopping wall is facilitated, and the pouring quality of the grout stopping wall is improved;
(4) and (3) constructing a grout stopping wall:
according to the situation of the field tunnel face, a grout stopping wall is poured on the full section of the upper step, and the thickness is 2-5 m;
pouring the grout stopping wall for three times, namely foundation → wall body (high 2 m/circulation) → wall body to top;
the grout stopping wall is erected by combining a steel mould and a wood mould, concrete with the mark number not lower than C20 is poured, a drain pipe is buried in a place where flowing water is concentrated, the drain pipe is a phi 200mm steel pipe with a valve, and the bottom and the arch part are 1 respectively.
4. Surface layer consolidation and water plugging construction:
and (3) reinforcing loose bodies and surrounding rocks outside the excavation contour line of the 3m tunnel-forming section at the rear end of the grout stopping wall within the range of 3-4.5 m, and simultaneously forming an annular grout stopping curtain layer to achieve the effects of reducing grout loss and further sealing and stopping water.
(1) Drilling: and (3) drilling the hole in a radial direction, wherein the drilling depth L is 3-5 m, the drilling distance is @ × @ ═ 1m × 1m, and the hole is drilled in the radial direction. 50 drilled holes are arranged in the double-line tunnel in a predicted mode; the hole is drilled by YT-28 type hand pneumatic drill with the aperture of 50mm, and is formed at one time.
(2) Grouting: after the hole is formed, a pipe with the diameter of 25mm and the L of 1.5m is arranged at the hole opening. And (4) grouting by adopting a pure-pressure grouting method. When grouting, if no water exists in the hole, directly pouring 0.5:1 cement thick slurry; if water exists in the holes, C-S double-liquid slurry is directly poured. And (3) adjusting the grouting pressure P to be 0.5-1 Mpa, and adjusting the slurry mixing ratio and the grouting pressure according to the actual grouting condition on site.
And (5) finishing grouting standard: and when the injection rate is less than 1L/min under the condition of the designed grouting pressure, the grouting is continued for 10min, and then the process is finished.
5. Construction of a horizontal grout stopping curtain:
a row of horizontal grout stopping curtain holes along the line direction are arranged on a horizontal section of the collapsed body, which is about 3m away from the top of the tunnel, so that excessive loss of grout into the collapsed body and a rock-soil body (to be excavated in the later period) within an excavation contour line during advanced reinforcement is effectively prevented through the measures, and an upper half section curtain grouting space is formed by consolidation with the grout stopping wall and the surface layer.
(1) Drilling:
1) drilling arrangement: the drilling depth L is 25m, the drilling distance is 1.0-1.5 m, the drilling direction is basically horizontal, the azimuth angles of the holes on the two sides incline towards the direction of the side wall, and a fan-shaped section is formed integrally. The two-wire tunnel is expected to have 7 holes arranged, adjusted to the actual situation.
2) Embedding and constructing the orifice pipe: drilling holes with the diameter of 127mm, wherein the depth of the holes is 1.5 m. After drilling, a phi 89mm pressure-resistant steel pipe (L is 1.5m) is installed as an orifice pipe by adopting a die bag orifice pipe installation method. The hole-installing pipe can be made in advance before the grout-stopping wall is poured, and the concrete can be used for firmly embedding the hole-installing pipe.
3) And (3) drilling the hole for a long section: and after the orifice pipe is installed, performing grouting section construction from the orifice pipe by adopting phi 75mm drilling. The length of the grouting section is 3-5 m. If the broken zone can not form a hole or water is discharged from the hole, the drill can be started immediately and drilled continuously after grouting. And drilling holes by using a pipe shed drilling machine.
(2) Grouting:
1) the grouting method comprises the following steps: and (3) grouting by adopting a 'forward' orifice closed pure pressure method, namely drilling for 3-5 m each time, performing full-section pure pressure type grouting of the bare hole, emptying to the original hole depth after finishing, continuing drilling to the deep part, and repeating the process to finally reach the designed depth.
2) Construction parameters are as follows: the grout adopts C-S double grout for fast pouring or cement paste for fast pouring. And the grouting design pressure P is 1-2 Mpa. The slurry mixing ratio and the grouting pressure are adjusted according to the actual grouting situation on site.
3) And (4) finishing standard: and when the injection rate is less than 3L/min under the designed injection pressure, the process is finished.
6. Advanced subsection advancing type grouting reinforcement construction:
in a section with difficult drilling and pore-forming in a karst broken zone, a forward grouting construction process is adopted, one section is drilled, grouting is performed for consolidation, and grouting is performed in a naked hole, so that the diffusion effect of grout can be ensured, and reinforcing steel bars are placed in the grouting holes after final holes to play a role of beam suspension so as to overcome the pressure of surrounding rocks in the excavation process. The method can effectively ensure the drilling and pore-forming rate, simultaneously ensure the grouting consolidation effect, improve the construction efficiency, shorten the construction period and ensure the tunnel construction safety.
(1) The construction range is as follows: and (4) according to the construction condition of the early stage and the current field condition, setting the grouting range to be 120 degrees of the top of the tunnel. If loose material distribution is still observed during the construction of the side wall opening, the reinforcing range is enlarged as far as the conditions permit.
(2) Drilling: the drilling depth L is 6-24 m, the drilling distance is 1.5-2 m, the drilling angle is 9-52 degrees, and the holes are arranged in a sector shape. The two-wire tunnel is expected to be deployed in 7 loops for a total of 51 boreholes. And drilling holes by using a pipe shed drilling machine.
Drilling holes with the diameter of 127mm, wherein the depth of the holes is 1.5 m. After drilling, a phi 89mm pressure-resistant steel pipe (L is 1.5m) is installed as an orifice pipe by adopting a die bag orifice pipe installation method.
And after the orifice pipe is installed, performing grouting section construction from the orifice pipe by adopting phi 75mm drilling. The length of the grouting section is 3-5 m. If the broken zone can not form a hole or water is discharged from the hole, the drill can be started immediately and drilled continuously after grouting.
The drilling position can be properly adjusted according to the actual situation on site.
(3) Grouting:
and (3) pouring the grout by adopting 0.5:1 pure cement grout and C-S double-grout, wherein the grouting pressure P is 2-3 Mpa. The slurry mixing ratio and the grouting pressure are adjusted according to the actual grouting situation on site.
The grouting method is the same as the horizontal grout stop curtain grouting method.
And (5) finishing grouting standard: and under the designed grouting pressure, the grouting is finished after the injection rate is less than 1L/min and the grouting is continued for 10 min.
(4) And after the final hole of the grouting drilling is strengthened in advance, the deformed steel bar with the diameter of phi 22mm is placed in the hole for strengthening.
7. Grouting reinforcement effect evaluation and drain hole construction:
the advanced grouting consolidation drilling and grouting conditions are analyzed, meanwhile, the periphery of the contour of the collapsed section is probed through shallow holes, 3-hole deep-hole advanced horizontal probing holes (mainly aiming at geological weak sections) are uniformly distributed and arranged in the range of 1m near the arch contour, the grouting effect is analyzed and judged, a guiding effect is provided for the next excavation and tunneling, and the construction safety is guaranteed.
(1) And after the final hole of the grouting drilling is strengthened in advance, the deformed steel bar with the diameter of phi 22mm is placed in the hole for strengthening.
(2) The shallow hole inspection hole has no mud gushing, sand gushing and hole collapse, and the water seepage amount is less than 0.2L/min m.
(3) And (4) deep hole inspection, wherein 3 advanced horizontal probing holes (mainly aiming at geological weak zones) are uniformly distributed and punched in a range of 1m near the arch contour line, and the hole depth is 30 m.
(4) When core drilling is not carried out, the drilling speed, the drilling pressure, slag discharge components, drilling sticking conditions and the like are recorded for careful analysis; and (5) organizing excavation construction after the grouting effect meets the requirement.
8. Excavating and tunneling construction by a three-step and temporary inverted arch method:
the advanced support adopts double-layer small ducts, the length of each duct is 4.5 m/root, the circumferential distance is 20cm, steel frames adopt I20b steel frames, and the longitudinal distance is 0.6 m; and excavation and tunneling are carried out by a mechanical method, so that disturbance to surrounding rocks is reduced.
The construction of the three-step and temporary inverted arch method is organized according to an eighteen-character square needle of 'pipe advancing, strict grouting, short footage, strong supporting, early sealing and frequent measurement', the concrete construction process of excavation and tunneling construction is constructed according to design drawings, specifications and technical guidelines, and details are not repeated here.
Attention should be paid to the construction process:
(1) performing a grouting test in the rock stratum under the similar geological condition before grouting to preliminarily grasp the grout filling rate, performing the grouting test in the rock stratum under the similar geological condition before grouting to preliminarily grasp the indexes of the grout filling rate, the grouting amount, the grout gel finishing time, the grout diffusion radius, the grouting final pressure and the like;
(2) the position of the orifice is accurately positioned, the allowable deviation from the design position is 5cm, the deviation angle of the soil is required to meet the design requirement, and the deviation of the position of the bottom of the hole is corrected to be less than 30cm in time when one section is drilled and one section is checked;
(3) the diameter of the opening of the grouting hole is not less than 80mm, and the diameter of the final hole is not less than 73 mm;
(4) drilling and grouting are performed sequentially from outside to inside, and the same circle of holes are constructed at intervals;
(5) the peripheral curtain grouting mode is determined to adopt a grouting mode according to the properties of surrounding rocks and the water inflow amount, wherein forward grouting is mainly adopted, and other modes are assisted;
(6) the orifice is provided with a grouting pipe with the diameter of phi 73m and the diameter of 3m, the grouting pipe is firmly embedded, and a good grout stopping facility is provided;
(7) the grouting operation of a hole section is generally continuously finished, the grouting operation is not interrupted, forced interruption caused by mechanical faults, power failure, water cut, equipment and the like is avoided as much as possible, and the grouting operation is repeated after a drill hole is cleaned to the original depth for intentionally interrupting the grouting operation caused by intermittent grouting and stopping grout leakage and the like.
(8) And proportioning grouting slurry.
According to the method, the surface layer is consolidated, water is blocked, and the horizontal grout-stopping curtain construction is adopted, so that excessive loss of grout into a collapse body and a rock-soil body (to be excavated at a later stage) within an excavation contour line during advanced reinforcement is effectively prevented, an upper half-section curtain grouting space is formed, the treatment efficiency is accelerated, and the treatment period is shortened on the premise of ensuring the reinforcement treatment effect. The advanced sectional advancing type grouting reinforcement construction is characterized in that an advancing type grouting construction process is adopted in a section where drilling and pore forming are difficult in a karst broken zone, one section is drilled and grouting is solidified for one section, bare hole grouting is adopted, the diffusion effect of grout can be guaranteed, reinforcing steel bars are placed in grouting holes behind final holes to play a role of beam suspension, so that the pressure of surrounding rocks in the excavation process is overcome, the drilling and pore forming rate can be effectively guaranteed, the grouting solidification effect is guaranteed, the construction efficiency is improved, the construction period is shortened, and the tunnel construction safety is guaranteed.
Other parts in this embodiment are the prior art, and are not described herein again.
Claims (6)
1. A tunnel karst broken zone collapsed half-section curtain forward grouting reinforcement processing method is characterized by comprising the following steps: the method comprises the following steps:
(1) carrying out back-pressure backfill plugging emergency treatment on the face to avoid continuous collapse, and solidifying a collapsed body in a grouting reinforcement mode so as to be close to the face to excavate a grout stop wall as far as possible under the condition of ensuring that the face does not collapse;
(2) arranging a concrete grout stop wall with the thickness of 2-5 m on the tunnel face;
(3) adopting YT-28 air drill construction and grouting to reinforce loose bodies and surrounding rocks within the range of 3m-4.5m outside an excavation outline line of a 3m tunnel forming section at the rear end of the grout-stopping wall to form an annular grout-stopping curtain layer;
(4) drilling advanced horizontal grouting curtain holes on a horizontal section of the collapsed body, which is 3m away from the top of the tunnel, by using a pipe shed drilling machine, wherein the horizontal distance of the drilled holes is 1-1.5 m, and grouting reinforcement is carried out by adopting a sectional advancing grouting mode to form a horizontal grout stopping curtain layer;
(5) for a geological weak section, a pipe shed drilling machine and a high-pressure grouting pump are adopted to implement advanced sectional advancing type grouting reinforcement construction, surrounding rock within a range of 4.5m outside an excavation contour line is reinforced, and phi 22 threaded steel bars are embedded in grouting holes to form a consolidated ring in an arch part range, so that the pressure of the surrounding rock in the excavation process is overcome;
(6) after grouting is finished, 3 advanced horizontal probing holes are uniformly drilled in the range of 1m near the arch contour line by analyzing the advanced grouting consolidation drilling and grouting conditions, the grouting effect is analyzed and judged, guidance is provided for next excavation and tunneling, and construction safety is guaranteed.
2. The tunnel karst fractured half-section curtain advancing type grouting reinforcement processing method as claimed in claim 1, wherein the tunnel karst fractured half-section curtain advancing type grouting reinforcement processing method comprises the following steps: in the step 1, when the tunnel face is subjected to back pressure backfill plugging treatment, the tunnel face is backfilled by using muck, and a chute collapse opening is plugged by using a stacking sand bag to prevent continuous chute collapse; when grouting, reinforcing and consolidating the slumped bodies, a sealing layer with the thickness of 5cm is sprayed on the surface of the collapsed face by adopting C25 sprayed concrete to fully cover the surface, meanwhile, C25 sprayed concrete is used for blocking the exposed surface of the face, phi 42 grouting flower pipes are arranged on the collapsed body near the face, the length of each grouting flower pipe is 4.5m, the distance between each grouting flower pipe and each grouting flower pipe is 1.5m multiplied by 1.5m and the collapsed body is arranged in a quincunx shape, and grouting consolidation is carried out by adopting double liquid slurry.
3. The tunnel karst fractured half-section curtain advancing type grouting reinforcement processing method as claimed in claim 1, wherein the tunnel karst fractured half-section curtain advancing type grouting reinforcement processing method comprises the following steps: and 3, drilling in the radial direction with the drilling depth L of 3-5 m and the drilling distance @ × @ ═ 1m × 1 m.
4. The method for reinforcement of tunnel karst fractured half-section curtain forward grouting according to claim 1, 2 or 3, characterized in that: in the step 4, a section advancing type grouting mode adopts a 1.5m long orifice pipe with the diameter of phi 89, 3-5 m is drilled each time, full-section pure pressure type grouting of a bare hole is carried out, after the full-section pure pressure type grouting is finished, the hole is emptied to the original hole depth, drilling is continued to the deep part, the process is repeated, and finally the design depth is reached; and (3) grouting slurry by adopting C-S double-slurry or cement paste, wherein the grouting pressure P is 1-2 Mpa.
5. The tunnel karst fractured half-section curtain advancing type grouting reinforcement processing method as claimed in claim 4, wherein the tunnel karst fractured half-section curtain advancing type grouting reinforcement processing method comprises the following steps: the segmented advancing type grouting reinforcement mode in the step 5 is to drill a section of grouting and solidify a section, and adopt naked hole grouting; the construction parameters in the step 5 are as follows: the drilling depth L is 6-24 m, the drilling distance is 1.5-2 m, the drilling angle is 9-52 degrees, and the drilling holes are arranged in a fan shape; and (3) pouring the grout by adopting 0.5:1 pure cement grout and C-S double-grout, wherein the grouting pressure P is 2-3 Mpa.
6. The tunnel karst fractured half-section curtain advancing type grouting reinforcement processing method as claimed in claim 4, wherein the tunnel karst fractured half-section curtain advancing type grouting reinforcement processing method comprises the following steps: when the grout stopping wall is poured, drain pipes are buried in the place where the flowing water is concentrated.
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| CN117365376A (en) * | 2023-12-06 | 2024-01-09 | 中国电建集团西北勘测设计研究院有限公司 | Method for preventing hole collapse and drill sticking in pipe shed drilling construction |
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