CN111946355B - Construction method for long-distance rock jacking pipe to penetrate through water-rich fault - Google Patents

Abstract

The invention discloses a construction method for enabling a long-distance rock jacking pipe to pass through a water-rich fault, which comprises the following steps of: drilling a hole on a first tunnel face on one side of a fault zone to be penetrated, carrying out primary grouting consolidation, and filling polyurethane around a host shield body, a first-section pipe and a second-section pipe to fill an overexcavation gap so that the polyurethane forms a protection ring around the host shield body and slurry for grouting is prevented from consolidating the host shield body and the pipe joints; cleaning the first palm surface to form a working surface, drilling holes at an elevation angle from the second palm surface on the other side of the fault zone to be penetrated, arranging hole sites on the upper portion of the second palm surface in a ring-by-ring mode, extending the hole depths to be close to the first palm surface, utilizing the hole sites of the second palm surface to perform curtain consolidation on the fault zone to be penetrated, and jacking the fault zone from the first palm surface. The grouting reinforcement method disclosed by the invention is used for grouting reinforcement on the long-distance water-rich fault zone, blocking water gushing, preventing the occurrence of blocking, pipe blocking and the like in the jacking process, and reducing the construction risk of the long-distance rock jacking pipe.

Description

Construction method for long-distance rock jacking pipe to penetrate through water-rich fault

Technical Field

The invention relates to the technical field of pipe jacking construction, in particular to a construction method for enabling a long-distance rock pipe jacking to penetrate through a water-rich fault.

Background

With the acceleration of domestic infrastructure construction, the great construction of long distance rock push pipe engineering will inevitably face the tunnel that long distance rock push pipe passes through the fault fracture area and carry out the construction, and the topography and geomorphology that the tunnel that passes through the fault fracture area is the area that surface water easily collects generally, and the fault fracture area rock mass integrality that the tunnel passed through is poor, receives the fault influence, and the rock mass is broken, compressive shear strength is low, no self-stabilization ability, and rich water's characteristics to when making long distance rock push pipe pass through this fault fracture area, face by huge construction risks such as card machine, card pipe. How to grout in advance to the broken area of fault that will pass through under the condition of long distance rock push pipe construction, consolidate loose dangerous rock mass, the shutoff is gushed water, prevents that tunnel top from advancing in-process and taking place card machine and card pipe, reduces the construction risk of passing through the broken area of rich water fault, is the technological problem that needs urgent solution in this field.

Disclosure of Invention

The invention aims to provide a construction method for enabling a long-distance rock jacking pipe to pass through a water-rich fault, which is used for preventing blockage and pipe blockage in the jacking process of a tunnel by reinforcing loose dangerous rock bodies in advance and blocking water burst, and reducing the construction risk of the jacking pipe tunnel.

In order to achieve the purpose, the invention provides a construction method for a long-distance rock jacking pipe to pass through a water-rich fault tunnel, which comprises the following steps:

drilling a hole on a first tunnel face on one side of the fault zone to be penetrated, and performing primary grouting consolidation;

polyurethane is injected around the host shield body, the first section pipe and the second section pipe to fill the overexcavation gap, so that the polyurethane forms a protection ring around the host shield body;

cleaning the first palm surface to form a working surface;

drilling holes from a second palm surface on the other side of the fault zone to be penetrated by an elevation angle, wherein the hole sites are arranged on the upper part of the second palm surface in a ring-by-ring manner, and the hole depth extends to be close to the first palm surface;

performing curtain consolidation on the to-be-penetrated fault layer belt by utilizing the hole sites of the second palm surface;

and jacking from the first palm surface to pass through the fault zone.

Optionally, before preliminary grouting consolidation, a hole is drilled from the manhole position of the pipe jacking machine host machine to the direction of the first face, local grouting consolidation is performed on the first face, then a fault state is detected by drilling and coring, and preliminary grouting consolidation is performed on the first face according to the fault state.

Optionally, when local grouting consolidation is performed, single-fluid slurry, double-fluid slurry or chemical slurry is adopted according to the water outlet condition after drilling.

Optionally, after the preliminary grouting and consolidation, loose rock blocks around the first face and the machine head are cleaned to create a safe operation space.

Optionally, after a safe operation space is created, holes are drilled in the front of the pipe jacking machine host machine obliquely upwards along the periphery of the tunnel according to the surrounding rock conditions, and anchor rods are installed to reinforce the surrounding rock.

Optionally, when the anchor rod is installed to reinforce the surrounding rock, the resin anchor rod is adopted for reinforcing the surrounding rock in the direction of the first tunnel face.

Optionally, the drilling depth of the second face is 60-100 m when the second face is drilled at an elevation angle.

Optionally, the elevation angle of the outermost grouting hole during drilling at the elevation angle is set according to the drilling depth, so that the hole extends to a position above 2 times the aperture of the top of the first tunnel face.

Optionally, when the second tunnel face is drilled at an elevation angle, the hole is drilled while the double-liquid slurry is injected for water plugging.

Optionally, when curtain consolidation grouting is performed, observation is performed from the aspect of the first tunnel face, and the situation that grouting liquid slurry flows to the shield body of the pipe jacking machine and the over-excavation space outside the pipe joint is prevented.

The invention provides a construction method for a long-distance rock jacking pipe to pass through a water-rich fault tunnel, which comprises the following steps: drilling a hole on a first palm surface on one side of the fault zone to be penetrated, carrying out primary grouting consolidation, filling polyurethane around a host shield body, a first section pipe and a second section pipe to fill an overexcavation gap, so that the polyurethane forms a protection ring around the host shield body, cleaning the first palm surface to form a working surface, drilling holes on a second palm surface on the other side of the fault zone to be penetrated at an elevation angle, arranging hole sites on the upper part of the second palm surface in a ring-by-ring manner, extending the hole depth to be close to the first palm surface, carrying out curtain consolidation on the fault zone to be penetrated by utilizing the hole sites of the second palm surface, and jacking the fault zone from the first palm surface. The grouting reinforcement method disclosed by the invention is used for grouting reinforcement on the long-distance water-rich fault zone, blocking water gushing, preventing blockage, pipe clamping and the like in the jacking process of the tunnel, and reducing the construction risk of the pipe-jacking tunnel.

Drawings

In order to more clearly illustrate the embodiments of the present invention, the drawings, which are required to be used in the embodiments, will be briefly described below. In all the drawings, the elements or parts are not necessarily drawn to actual scale.

FIG. 1 is a schematic diagram of a construction method for a long-distance rock jacking pipe to penetrate through a water-rich fault according to an embodiment of the invention;

FIG. 2 is a schematic diagram of a hole location for drilling a second face according to an embodiment of the present invention;

fig. 3 is a schematic diagram of a first tunnel face and an elevation hole position according to an embodiment of the invention.

Wherein: 10-a first palm surface, 20-a second palm surface, 30-an elevation angle grouting hole and 40-a pipe joint.

Detailed Description

Embodiments of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and therefore are only used as examples, and the protection scope of the present invention is not limited thereby.

Fig. 1 is a schematic diagram of a construction method for a long-distance rock pipe jacking to pass through a water-rich fault, according to an embodiment of the present invention, and as shown in fig. 1, the pipe jacking machine jacks from opposite directions of a first face 10 and a second face 20 on both sides of the fault zone. The construction method is characterized in that surrounding rocks of the first face 10 are broken, a cutter disc is blocked, underground water is large, water is large when geological conditions are found through geological drilling of the second face 20, the water is combined with geological data, the situation that a host enters a dripping rock fault is comprehensively judged, in order to prevent risks such as blocking and pipe blocking in the continuous jacking process after the host is trapped, the applicant provides a construction method for enabling a long-distance rock jacking pipe to penetrate through a water-rich fault, so that loose dangerous rock bodies are reinforced, water gushing is blocked, blocking and pipe blocking in the jacking process of a tunnel are prevented, and the construction risk of the jacking pipe tunnel is reduced.

Referring to fig. 1, after the broken stone blocks in the cutter head are cleaned and the first face 10 is exposed, a geological drilling rig is used for drilling holes from the manhole position of the push bench main machine to the direction of the first face 10, the holes are drilled for about 3m for the first time, and local grouting consolidation is performed on the face. And (4) grouting consolidation and determining to adopt double-liquid slurry, single-liquid slurry or chemical slurry according to the water outlet condition after drilling. After the local consolidation grouting within the range of 3m is completed, a geological drilling rig is adopted to continue drilling and coring so as to find out the width and the state of a fault. During drilling, whether a section of coring is finished or not is determined according to the specific conditions of surrounding rocks, and a section of grouting is consolidated until the fault width and the state are ascertained.

After the fault is detected, the direction of the drilling machine is adjusted, and the hole is continuously drilled on the first tunnel face 10 and is subjected to primary grouting consolidation. After the primary consolidation, loose rock blocks on the first face are manually cleaned so as to create a safe operation space, the loose rock blocks around the machine head are further cleaned, holes are drilled in the range of the host machine according to the surrounding rock conditions, and anchor rods are installed to reinforce the surrounding rock. And the surrounding rock reinforcement in the tunnel face direction adopts a resin anchor rod so as not to influence the subsequent pipe jacking machine construction. And simultaneously, polyurethane is poured around the shield body, the first section pipe and the second section pipe of the main machine to fill the over-digging gap and form a protective ring, so that cement paste is prevented from solidifying the pipe sections and the shield body. After the first face 10 is fixedly connected in a certain range, the first face 10 is manually cleaned to form a working surface, surrounding rocks around the cutter head and the shield body are cleaned, and the protective ring effect formed by polyurethane around the shield body is checked. If the effect is not good, the protection ring is continuously filled and perfected.

After the guard ring is finished, drilling, consolidating and grouting are carried out from the direction of the second face 20, and stable surrounding rock mass and the guard ring are formed around the main machine so as to ensure that the subsequent recovery jacking is finished smoothly. The concrete construction aspect comprises: drilling a hole on the second face 20 by using a drilling and grouting integrated machine, and simultaneously drilling and grouting double-liquid slurry for water plugging so as to prepare for the subsequent pipe jacking construction; drilling is carried out forwards at an elevation angle of a certain angle, hole sites are arranged on the upper portion of the second tunnel face 10 in a ring-by-ring mode, the drilling depth is 60-100 m, the elevation angle of the outermost periphery grouting hole is set according to the drilling depth when the drilling is carried out at the elevation angle until the position of the elevation angle grouting hole 30 reaches the position more than 6m (not less than 2 times of the tunnel diameter) of the top of the first tunnel face 10, and curtain consolidation grouting is carried out on the fault fracture zone through the elevation angle grouting hole 30 of the second tunnel face 20. As is readily understood by a person skilled in the art, the drill hole extends to a depth close to the first face 10, but not through the first face 10. In the drilling process, in order to prevent drill sticking, the drilling and grouting consolidation are carried out simultaneously. In the consolidation process, the grouting liquid is arranged on the first tunnel face 10 for observation, so that the grouting liquid is prevented from flowing to the shield body of the pipe jacking machine and the over-excavation space outside the pipe joint. If necessary, polyurethane or other shield body consolidation preventing materials are injected around the shield body. After the consolidation is completed, the first face 10 is pushed into the fault zone.

The main process of drilling and grouting from the direction of the second face 20 comprises the following steps: the drilling machine is in place → the hole position is positioned → the drilling hole → the crack is washed and the pressurized-water test is carried out → the grouting and the grouting quality inspection are carried out. The grouting mode adopts pure pressure, and the method adopts circumferential interval sequential encryption, sectional drilling from shallow depth and sectional grouting. And (3) drilling by adopting an RPD-75C drilling machine, firstly drilling a hole section, mounting a hole pipe, continuing to position the drilling machine after the hole pipe is firmly anchored, drilling by adopting a phi 65 drill bit, and grouting after the drilling hole reaches the designed depth. And (4) grouting once every 6m until the designed hole depth is completely reached and grouting is finished, checking the grouting effect, and supplementing grouting if the grouting effect does not meet the requirement.

[ design of hole site ]

In the implementation, the longitudinal consolidation water plugging length is about 70m, the hole sites drilled at the elevation angle of 20 on the second face are divided into 5 hole site rings, the total number of the holes is 50, the holes are symmetrically arranged left and right and extend to be close to the first face 10 in a conical divergence manner. Fig. 2 is a schematic diagram of hole positions drilled on the second working surface according to an embodiment of the present invention, and the specific hole positions are arranged as shown in fig. 2: the number of the ring holes A is 15, and the external raise angle is 6.5 degrees; 13 ring holes B, and an external raise angle of 5.1 degrees; 11C ring holes, and an external raise angle of 3.7 degrees; d, 7 annular holes with an external lifting angle of 2.4 degrees; e, 4 ring holes with an external raise angle of 0.65 degree. Since the drilling is performed from the second palm surface 20, the drilling reaches the existing first palm surface 10 in a divergent state, fig. 3 is a schematic diagram of the first palm surface and the elevation drilling position provided by an embodiment of the invention, the divergent state after the hole depth 70m approaches the first palm surface is shown in fig. 3, and 40 in fig. 2 and 3 is a pipe joint. E ring holes are 1.085m away from the axis of the hole, and each ring hole is radiated and dispersed at the distance of 2m of the annular distance, so that the aims of surrounding rock consolidation and water stop are achieved after grouting.

[ grouting and drilling ]

Before drilling, a total station is used for accurately lofting the designed opening position, and red paint is used for marking. After the drilling machine is in place, drilling holes 3-5m deep, installing orifice pipes, connecting the orifice pipe openings with flanges, installing grout stop valves, grouting the orifice sections by adopting double-grout, anchoring the orifice pipes and reinforcing the grout stop rock trays. And the orifice pipe is installed, the external inserting angle is strictly controlled, and the hole-by-hole recording is carried out. And after the orifice pipe is firmly anchored, repositioning the drilling machine to perform grouting hole drilling angle. When the drilling machine is positioned, the angle of the drill rod is ensured to be matched with the previously recorded angle of the orifice section (the drill resistance is increased due to non-matching, and the drilling speed is influenced). And the drilling data is monitored and analyzed in real time in the drilling process, so that the grouting parameters can be adjusted conveniently. The deviation of the hole position of the grouting hole is not more than 10cm, and the deviation value of the hole bottom is not more than 1/40 of the hole depth.

The drilling is carried out in a ring division sequence, and the ring division construction sequence is as follows: a → C → E → B → D; and constructing holes with odd serial numbers in each ring hole, and constructing other holes. Accurately measuring the hole pitch of each annular hole according to design requirements, lofting and arranging, wherein the arc length pitch of the grouting holes of the A annular holes is 0.327 m; the arc length distance of the B ring hole grouting hole is 0.314 m; the arc length distance of the C annular grouting hole is 0.337 m; the arc length distance of the D annular grouting hole is 0.393 m; the arc length distance of the E annular grouting hole is 0.393 m. The inspection hole positions may be arranged between the basic holes, the number of holes being 5% of the total number of holes.

[ borehole flushing ]

And grouting is carried out by adopting a drilling mode of a rotary drilling machine. And drilling by sections by using a diamond drill bit with the drilling aperture phi of 56mm until the final hole is drilled to the required depth. After the hole is drilled to the designed depth, the hole depth and the hole bottom residues are checked, and the residues which do not meet the requirements are processed in time. And (3) performing hole wall flushing and crack flushing on the qualified drill holes in a high-flow pressure water pulsation mode until backwater is clarified and lasts for 10min, wherein the flushing water pressure is 80% of the grouting pressure, and when the reading value is more than 1MPa, 1MPa is adopted. Grouting operation should be continuously performed immediately after the grouting hole is flushed, and interruption exceeds 24 hours for reasons. Grouting flushing should be performed again before grouting.

[ PREPARATION OF SLURRY MIXING ]

1. Grouting material

(1) Cement: 42.5 ordinary portland cement is used.

(2) Water: the water for field grouting is construction water already arranged in the hole.

(3) Water glass: and under the condition of water outlet, injecting double-liquid slurry.

2. Pulping

(1) Pulp material weighing

The pulping material must be weighed, and the weighing error should be less than 5%. The solid phase materials such as cement should be weighed by weight.

(2) Stirring the slurry

Each slurry must be stirred uniformly and the density of the slurry measured and recorded. The stirring time of the pure cement slurry is not less than 3min when a common stirrer is used, and not less than 30s when a high-speed stirrer is used. The slurry is sieved before use, and the time from the beginning of preparation to the end of use is less than 4 hours, and the slurry is regarded as waste slurry after 4 hours.

Firstly, the seriflux is configured by adopting a gravity ratio, the cement is weighed by adopting a weighing method, the water is added by adopting an automatic meter, and the weighing error is not more than 5 percent.

Secondly, stirring the cement slurry by a high-speed stirrer, wherein the stirring time of the pure cement slurry is not less than 5min, and sieving the slurry before use; the time from preparation to exhaustion of the slurry does not exceed 1 h.

Thirdly, in order to ensure the quality of the grout, centralized grout making is adopted, the ratio of single grout to cement is 0.6:1, a field technician selects the best mixing ratio of the gelling time according to the geological conditions of the drilled hole and grout parameters provided by a laboratory, and a driver of the grouting pump controls an auxiliary cylinder stroke switch to adjust the stroke of the auxiliary cylinder under the guidance of the technician so as to determine the volume ratio of the grout and the water glass in the same period of time.

[ grouting ]

1. Grouting sequence

Grouting is carried out according to the principle of annular sorting, annular encryption and sectional grouting in the hole. And constructing odd-order holes and then constructing subsequent holes. The odd-order hole grouting adopts a self-shallow and deep, orifice-closed and hole-internal-circulation grouting mode for construction, and the subsequent hole grouting adopts a self-shallow and deep grouting mode for construction.

The odd-number-sequence hole grouting is constructed by a self-shallow and deep segmented circulation method, and the length of each segment is 5-6 m. When other hole sections are grouted, the hole section with no water gushing at the hole opening is not needed to be grouted after grouting is finished, but the hole section is needed to be grouted after grouting in a region with complicated geological conditions, faults and broken zones, and the time for grouting is determined according to actual conditions. When grouting, the grouting plug is plugged at the position 0.5m above the bottom of the grouted section to prevent leakage.

2. Grouting pressure

The grouting pressure varies with the nature of the bedrock and the location of the grout hole, and therefore must be determined during the grouting test. When grouting, the grouting pressure should reach the specified limit value as soon as possible, and the hole section with high injection rate adopts sectional boosting; in the grouting process, the pressure is not allowed to be reduced, continuous grouting under a specified constant pressure must be ensured, and the principle of gradual increase in depth is adopted.

3. Standard of slurry water concentration

(1) The water-cement ratio of the slurry is executed according to the parameters determined by the grouting test, and the slurry is gradually changed from thin to thick. The water-ash ratio of the slurry can adopt six stages of 5:1, 3:1, 2:1, 1:1, 0.8:1, 0.6:1 or 0.5:1, and the water-ash ratio of the initial irrigation water can adopt 5:1 stages. The grouting criteria is that the water-cement ratio must not be changed when the grouting pressure is kept constant, the injection rate continues to decrease, or when the injection rate is kept constant and the grouting pressure continues to increase.

(2) When the injection amount of a certain grade of grout reaches more than 300L or the grouting time reaches 1h, and the grouting pressure and the injection rate are not obviously changed, the thick grade water-cement ratio grout is replaced for grouting, and when the injection rate is more than 30L/min, the thick grade can be changed to be thicker according to the specific construction conditions.

(3) In the grouting process, when the grouting pressure or the injection rate changes greatly suddenly, the reason should be found immediately, and corresponding measures should be taken.

(4) If necessary, cement mortar can be poured, and the mixing proportion of the cement mortar is water, cement and sand is 1:1:1 or 0.6:1: 1.

(5) The specific gravity of the grout should be measured and recorded at regular time and the temperature of the grout should be measured and recorded when necessary in the grouting process.

(6) The grouting pressure gauge is arranged on the slurry return pipe and is provided with an oil slurry isolation device, and the average value of the swinging of the pointer is used as the standard for controlling the pressure during grouting.

4. Special case handling

(1) During grouting, grout leakage and grout leakage occur, and caulking, surface plugging, low pressure, thick grout, flow limiting, quantity limiting and intermittent methods are adopted for treatment according to specific conditions.

(2) When slurry mixing occurs in the grouting process, if slurry mixing holes have grouting conditions, grouting can be carried out simultaneously, one pump is used for grouting one hole, otherwise, the slurry mixing holes are plugged, after grouting of the grouting holes is finished, the slurry mixing holes are flushed again, and drilling and grouting are continued.

(3) And (3) in the grouting process, if the slurry is thickened after slurry return, replacing with new slurry with the same water-cement ratio for grouting, and if the effect is not obvious, stopping grouting after 30min of continuous grouting.

(4) The grouting work must be continuously carried out, and if it is interrupted for this reason, it can be treated according to the following principle:

firstly, grouting should be restored early, otherwise, drilling holes should be flushed immediately, and then grouting is restored. If the flushing cannot be carried out or is ineffective, hole sweeping is carried out, and then grouting is recovered.

And secondly, when grouting is recovered, grouting by using cement paste of an opening grouting ratio level. If the injection rate is similar to that before interruption, the cement paste of the specific grade before interruption can be used for continuous injection; if the injection rate is reduced more than before interruption, the slurry should be gradually thickened and continuously injected.

Thirdly, after grouting is resumed, if the injection rate is reduced greatly compared with that before interruption, and the slurry suction is stopped in a short time, remedial measures should be taken.

(5) The drill way has the grout hole section of gushing water, should survey before the grout and note gush water pressure and gush the water yield, can choose following measures to handle according to gushing the water condition:

segmented grouting, shortened grouting section length, improved grouting pressure, thick slurry ending, slurry shielding, slurry closing, pure pressure type grouting, accelerator doping, waiting coagulation, pressure grouting and hole sealing.

(6) The injection amount of the grouting section is large, and when grouting is difficult to finish, the following measures are adopted for treatment:

low pressure, thick slurry, flow limiting, limited quantity, intermittent grouting; adding an accelerator into the slurry; pouring stable slurry or mixed slurry. And (5) cleaning the hole after the section is treated, and grouting according to the technical requirements again until the section is finished.

[ end of grouting Standard ]

When the top-down sectional grouting is adopted, under the design pressure, when the injection rate is not more than 1L/min, the grouting can be finished after the continuous injection for 60 min; and (3) when bottom-up grouting is adopted, under the design pressure, when the injection rate is not more than 1L/min, continuously pouring for 30min, and finishing grouting.

[ SEALING HOLE ] FOR TREATING DEEP-FIELD DISEASE

And after grouting is finished, checking and accepting in time, and sealing the qualified grouting holes. Construction is carried out by adopting a 'subsection pressure grouting hole sealing method'. The hole sealing grout adopts cement grout with the water cement ratio of 0.5:1, and the hole sealing grouting pressure is carried out by adopting the pressure of the last section of grouting.

The above examples are only intended to illustrate the technical solution of the present invention, and not to limit it; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications and substitutions do not depart from the spirit and scope of the present invention, and they should be construed as being included in the following claims and description.

Claims (9)

1. A construction method for enabling a long-distance rock jacking pipe to penetrate through a water-rich fault is characterized by comprising the following steps:

drilling a hole on a first tunnel face on one side of the fault zone to be penetrated, and performing primary grouting consolidation;

polyurethane is injected around the host shield body, the first section pipe and the second section pipe to fill the overexcavation gap, so that the polyurethane forms a protection ring around the host shield body;

cleaning the first palm surface to form a working surface;

drilling holes from a second face on the other side of the fault zone to be penetrated by an elevation angle, arranging hole sites on the upper portion of the second face in a ring-by-ring mode, extending the hole depth to be close to the first face, drilling holes on the second face by adopting a drilling and grouting integrated machine, and grouting double-liquid slurry for water plugging while drilling so as to prepare for subsequent pipe jacking construction running-through; drilling forwards at an elevation angle of a certain angle, arranging the hole sites on the upper part of the second tunnel face in a ring-by-ring mode, and setting the elevation angle of the grouting hole on the outermost periphery according to the drilling depth when drilling at the elevation angle so that the hole sites extend to the position above 2 times the aperture of the top of the first tunnel face;

performing curtain consolidation on the to-be-penetrated fault layer belt by utilizing the hole sites of the second palm surface;

and jacking from the first palm surface to pass through the fault zone.

2. The construction method for the long-distance rock jacking pipe to pass through the water-rich fault is characterized in that before preliminary grouting consolidation, a hole is drilled from the manhole position of a pipe jacking machine to the direction of the first face, local grouting consolidation is carried out on the first face, then the hole is drilled, core is taken, the fault state is detected, and preliminary grouting consolidation is carried out on the first face according to the fault state.

3. The construction method for enabling a long-distance rock jacking pipe to pass through a water-rich fault according to claim 2, wherein during local grouting consolidation, single-fluid slurry, double-fluid slurry or chemical slurry is adopted according to the water outlet condition after drilling.

4. The construction method for enabling the long-distance rock jacking pipe to pass through the water-rich fault according to claim 1, wherein after preliminary grouting and consolidation, loose rock blocks around the first tunnel face and the machine head are cleaned to create a safe operation space.

5. The construction method for the long-distance rock jacking pipe to penetrate through the water-rich fault according to the claim 4, wherein after a safe operation space is created, holes are drilled in front of a main machine of the jacking pipe machine along the periphery of the tunnel in an inclined mode according to the surrounding rock conditions, and an anchor rod is installed to reinforce the surrounding rock.

6. The construction method for enabling the long-distance rock jacking pipe to penetrate through the water-rich fault according to claim 5, wherein when the anchor rod is installed for reinforcing the surrounding rock, the resin anchor rod is adopted for reinforcing the surrounding rock in the direction of the first tunnel face.

7. The construction method for the long-distance rock jacking pipe to pass through the water-rich fault is characterized in that the drilling depth is 60-100 meters when the second tunnel face is drilled at the elevation angle.

8. The construction method for the long-distance rock jacking pipe to pass through the water-rich fault is characterized in that when the second tunnel face is drilled at an elevation angle, double-liquid slurry is injected while drilling and water plugging are carried out.

9. The method of claim 8, wherein the curtain grouting is performed while preventing the grouting from flowing into the overbreak space outside the shield and pipe joint of the pipe jacking machine when viewed from the first face.

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