CN116122905A - Analysis and treatment method for cause of water and mud gushing in tunnel - Google Patents

Abstract

The embodiment of the application provides a method for analyzing and treating the cause of water and mud gushing in a tunnel, which comprises the steps of analyzing the water and mud gushing in a first tunnel and determining the position of the water and mud gushing point; digging the second tunnel to enable the tunnel face of the second tunnel to exceed the water and mud gushing point; drilling a water drain pipe with a valve from the second tunnel to the direction of the water and mud inrush point of the first tunnel, and reducing the pressure of the water and mud inrush point; performing advanced support on the water-gushing mud-bursting section of the first tunnel, and gradually dredging forward; digging the water-gushing mud-bursting section of the first tunnel, and gradually performing primary support and secondary water-resistant profiling lining. The scheme of the early-closed water-resistant pressure-resistant lining structural system is characterized in that the water-inrush mud-bursting section is smoothly and safely passed through by adopting a tracing technology, drilling water drainage, strong support and weak disturbance short excavation.

Description

Analysis and treatment method for cause of water and mud gushing in tunnel

Technical Field

The application relates to the technical field of tunnel excavation, in particular to a method for analyzing and treating a cause of water and mud gushing of a tunnel.

Background

At present, in the process of excavating a bidirectional extra-long tunnel, water and mud are possibly gushed out due to geological reasons, particularly in construction operation in rainy seasons, a large amount of water and mud are gushed out to cause excavation interruption, the excavation progress is affected, and meanwhile potential safety hazards exist.

Disclosure of Invention

An aim of the embodiment of the application is to provide a tunnel water-gushing and mud-bursting reason analysis treatment method for solving the technical problems that a large amount of water-gushing and mud-bursting in the tunnel excavation process cause excavation interruption, the excavation progress is influenced, and the hidden trouble of installation exists.

The embodiment of the application provides a method for analyzing and treating the cause of water and mud gushing in a tunnel, which comprises the following steps: analyzing the water and mud bursting in the first tunnel, and determining the position of the water and mud bursting point; digging a second tunnel to enable the tunnel face of the second tunnel to exceed the water and mud inrush point; drilling a water drain pipe with a valve from the second tunnel to the direction of the water and mud flushing point of the first tunnel, and reducing the pressure of water drain of the water and mud flushing point; performing advanced support on the water-gushing mud-bursting section of the first tunnel, and gradually dredging forward; and excavating the water-gushing mud-bursting section of the first tunnel, and gradually performing primary support and secondary water-resistant profiling lining.

In some embodiments, the drilling the drain pipe with a valve from the second tunnel to the direction of the water and mud injection point of the first tunnel, and the reducing the pressure of the water and mud injection point includes: performing primary support on the second tunnel, immediately following secondary lining, and reserving a part corresponding to the water-gushing mud-bursting section as a water draining section; and drilling a water drain pipe with a valve into the direction of the water and mud flushing point of the first tunnel at the water drain section of the second tunnel, and reducing the pressure of water discharged from the water and mud flushing point.

In some embodiments, the excavating the second tunnel to make the tunnel face of the second tunnel exceed the water and mud flooding point includes: when the second tunnel is excavated, a big pipe shed is adopted to assist in carrying out advanced support by combining small pipe grouting; and excavating by adopting a three-step reserved core soil method.

In some embodiments, the performing advanced support on the water and mud flooding section of the first tunnel, and gradually dredging forward includes: reinforcing the sludge, and judging the stability of the sludge by monitoring and measuring; and (3) removing sludge in front of the secondary lining trolley, gradually removing the secondary lining trolley, and reserving a waterproof plate trolley part as a dregs baffle.

In some embodiments, the excavating the water and mud flooding section of the first tunnel and gradually performing primary support and secondary water resistant profiling lining comprises: monitoring and measuring are carried out when the water-inrush mud-bursting section of the first tunnel is excavated; and (3) gradually advancing, namely adding one I-steel serving as a sleeve arch on the basis of the original I-steel, carrying out primary rigid support, and carrying out secondary lining following construction by adopting an SF5f water-resistant profiled lining.

In some embodiments, the monitoring and measuring the excavation of the water and mud flooding section of the first tunnel includes: and arranging observation points at the arch crown and the arch shoulder, monitoring the section, longitudinally and alternately arranging, and monitoring the deformation condition.

In some embodiments, before the excavating the water and cement burst section of the first tunnel and gradually performing primary support and secondary water resistant profiling lining, the method comprises: an escape passage is preset in the first tunnel, a sand bag is erected to serve as a temporary shelter, and the sand bag is obliquely arranged.

In some embodiments, the drilling the drain pipe with a valve from the second tunnel to the direction of the water and mud injection point of the first tunnel, and the reducing the pressure of the water and mud injection point includes: when the drain pipe is arranged, the valve is closed firstly, and then the valve is opened gradually; before the first tunnel is treated, water is drained and reduced in pressure, the water level of the exploratory hole is detected through a water level gauge, the change of the spring water level is observed, and the first tunnel is treated after the water level is sufficiently reduced.

In some embodiments, the analyzing the water and mud surge in the first tunnel, determining the water and mud surge point location includes: judging the position and the size of a water bag at the water burst mud point through geological drilling and water burst mud burst rule analysis; and observing the water level of the dome cavity of the water-gushing mud-bursting section through geological drilling.

According to the method, through geological drilling and regular analysis of water burst observation, the approximate position and the size of a water bag are judged, a treatment scheme of drilling and draining is adopted, and the water level of a dome solution cavity of a water burst section is observed through geological drilling; when the water-gushing mud-bursting section is treated, a strong supporting mode is adopted to pass through, and the influence of water load on the structural safety is considered; and (3) advanced exploratory holes are formed in excavation, the water-rich conditions in the front and the upper sides are judged, a construction scheme of strong support and weak disturbance short excavation is adopted, radial grouting is reinforced on surrounding rocks, and a water-resisting layer outside a tunnel excavation section is formed. When the tunnel face is excavated, the tunnel face is excavated timely and sealed, the exposure time of the tunnel face is reduced, monitoring measurement and observation are finally enhanced, the second lining is timely followed, and technical guarantee is provided for smooth passing of water and mud burst. When the tunnel is constructed like geology, particularly when crossing in rainy season, advanced geology forecast and advanced exploratory holes are enhanced, advanced support is enhanced, an arch top grouting water-resisting layer is formed, the initial support is properly enhanced according to deformation conditions, the structure and construction safety are ensured, informationized dynamic design and construction are realized, and the possibility of occurrence of water and mud gushing in the tunnel is reduced.

Drawings

In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the embodiments of the present application will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and should not be considered as limiting the scope, and other related drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.

Fig. 1 is a flowchart of a method for analyzing and treating a cause of water and mud gushing in a tunnel according to an embodiment of the present application;

FIG. 2 is a geological longitudinal view of a water and mud flooding section of a tunnel according to an embodiment of the present application;

FIG. 3 is a schematic cross-sectional view of a lining provided in an embodiment of the present application;

FIG. 4 is a schematic view of a water flooding and yellow clay filling site provided in an embodiment of the present application;

FIG. 5 is a schematic view of a water and mud surge position provided in an embodiment of the present application;

FIG. 6 is a schematic diagram of a water and mud flooding drilling arrangement provided in an embodiment of the present application;

FIG. 7 is a schematic view of a horizontal and vertical section of a water detection borehole according to an embodiment of the present application;

fig. 8 is a schematic diagram of a three-step reserved core soil according to an embodiment of the present disclosure;

fig. 9 is a schematic view of construction of a left tunnel web provided in an embodiment of the present application;

fig. 10 is a schematic view of left tunnel construction provided in an embodiment of the present application;

fig. 11 is a schematic view of construction of a left tunnel spoke pipe shed according to an embodiment of the present application;

fig. 12 is a schematic diagram of a left tunnel compression-resistant lining provided in an embodiment of the present application.

Detailed Description

The technical solutions in the embodiments of the present application will be described below with reference to the drawings in the embodiments of the present application.

It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures. Meanwhile, in the description of the present application, the terms "first", "second", and the like are used only to distinguish the description, and are not to be construed as indicating or implying relative importance.

Referring to fig. 1, fig. 1 is a flowchart of a method for analyzing and treating a cause of water and mud gushing in a tunnel according to an embodiment of the present application. The utility model provides a tunnel gushes water and gushes mud reason analysis treatment method, through gushing water and gushes mud reason analysis, adopt to gushing water and gush the mud point pressure release, monitoring, strong support weak disturbance short-cut early confined SF5f type water resistant profiled lining structure system scheme, smoothly pass through gushing water and gushing mud section safely, be applicable to the solution when meetting gushing water and gushing mud in the various tunnel excavation processes. The application illustrates the control node engineering of the engineering investigation test section construction project of the Chuxiong to marble expressway reconstruction and expansion engineering, and the engineering profile is as follows:

referring to fig. 2 and 3, the tunnel design speed per hour is 100km/h, and is a bidirectional six-lane extra-long tunnel, the single tunnel is dug to have the widest part of 17.15m and the highest part of 11.68m, and is flat, so that the tunnel is a large-span extra-long tunnel.

The right width of the tunnel is: the pile numbers of the starting and stopping points are K281+530-K289+090, and the full length of the demarcation section is 7560m; tunnel start point k281+787.508 is located on right turn circle curve of r=2200 m, i=2%, k281+787.508 to k282+057.008 is located on right turn relaxation curve of r=2200 m, ls=269.5m, k282+057.008 to k288+512.380 is located on straight line of i=2%, k288+512.380 to k288+706.780 is located on left turn relaxation curve of r=1500 m, ls= 194.4m, and k288+706.780 to tunnel dead point is located on left turn circle curve of r=1500 m, i=3%; the road section longitudinal slope where the tunnel is located is: the tunnel starting point K283+300 is 0.300 percent, and the tunnel stopping point K283+300 is-1.727 percent; the maximum buried depth of the tunnel is about 731m.

The left width of the tunnel is as follows: the pile numbers of the starting and stopping points are ZK281+506 to ZK289+103, and the full length of the demarcation section is 7597m; tunnel start points zk281+813.490 are located on right-turn circular curves of r=1800 m and i=3%, zk281+813.490 to zk282+033.990 are located on right-turn relaxation curves of r=1800 m and ls= 220.5m, zk282+033.990 to zk288+541.334 are located on straight lines of i=2%, zk288+541.334 to zk288+737.334 are located on left-turn relaxation curves of r=1600 m and ls=196 m, and zk288+737.334 to tunnel dead points are located on left-turn circular curves of r=1600 m and i=3%; the road section longitudinal slope where the tunnel is located is: the tunnel starting point ZK283+300 is 0.300 percent, and the tunnel stopping point ZK283+300 is-1.728 percent; the maximum buried depth of the tunnel is about 730m.

The main stratum in the tunnel area range is a fourth-series slope residual (Qdl+el) layer, a system Qingshan group under a clay basin system, a well group (D1 q, K) limestone, dolomite rock stratum, an Ottoman system-to-yang group fourth-stage (O1 x 4) sand shale stratum, a Yanshan stage (Γpi 53) granite zebra rock stratum and Hua Li West stages (eta 43, upsilon 43) diabase and gabbrosite invasion rock stratum. The underground water is mainly karst water and bedrock fracture water.

Because the tunnel address area of the tunnel has complex geological conditions, various geological structures and karst are extremely developed, and the tunnel is constructed in a rainy season, water gushing and mud bursting accidents are extremely easy to occur, and the tunnel is characterized by 18: the water and mud burst occur for the first time at the position ZK281+942 of the left width 40, and then the intermittent water and mud burst occur for 9 times in total for 7 months 28 days, 29 days, 30 days and 8 months 10. The water burst time is about 10-20 minutes each time, the water burst quantity is larger than one time, and the maximum water burst quantity is 8 months and 10 days, which is 28000 cubes. Then, no water and mud surge occurs again, and the spring for resident irrigation at the left side of the tunnel is cut off and then restored. The specific water burst formula and time of occurrence are shown in the following Table 1-1:

water burst formula and occurrence time table 1-1:

the tunnel excavation face lithology is strong weathered granite porphyry, loose, and mountain surrounding rock above the tunnel vault is strong weathered limestone clamp part granite porphyry. The burial depth of the water-gushing mud-bursting point is 130.7m; the surrounding rock grade is v1, and the main design parameters are as follows: the primary support is I22I-steel, the distance is 60cm, the thickness of the second lining is 60cm, the diameter of the main reinforcement is 25mm, the longitudinal distance is 20cm, and the reinforcement is symmetrically arranged. The pile number of the excavated face is ZK281+955, and the inverted arch Shi Zuodao is ZK281+936. Under the action of the surging cement dynamic load, the primary support at ZK281+942 is destroyed to form a surging channel, after the surging cement is over, the section of the tunnel at the surging position is filled with yellow clay, the filling section is filled with the section of the tunnel to be more than 2/3 of the length of about 100m, and the two-lining trolley and the waterproof trolley are buried.

Referring to fig. 1, the method for analyzing and treating the cause of the water burst and the mud burst of the tunnel comprises the following steps:

step S11, analyzing the water and mud bursting in the first tunnel (such as a left tunnel) to determine the position of the water and mud bursting point.

Step S12, excavating a second tunnel (for example, a right tunnel) to enable the tunnel face of the second tunnel to exceed the water and mud gushing point;

step S13, drilling a drain pipe with a valve from the second tunnel to the direction of the water and mud flushing point of the first tunnel, and draining and reducing the pressure of the water and mud flushing point;

step S14, performing advanced support on the water and mud bursting section of the first tunnel, and dredging forward step by step;

and S15, excavating the water and mud bursting section of the first tunnel, and gradually performing primary support and secondary water-resistant profiling lining.

In step S11, the water and mud flooding in the first tunnel (e.g., the left tunnel) is analyzed to determine the water and mud flooding point position. Referring to fig. 6, by the geology and water gushing characteristics of the water gushing section and the comprehensive judgment that the gushing substance contains kaolin and the like, the water sac is a karst water cavity developed in the limestone area and is vertically in a funnel shape, the water sac is supplemented by rain fall, after the first gushing, the filler blocks the funnel opening, and when the hydrostatic pressure reaches a critical threshold value, the characteristics of intermittence, burstiness and repeatability are presented. In order to judge the water level height and the geological condition of the water gushing place, 2 geological drilling holes are arranged in total, the drilling hole 1 is arranged on the center line of the ZK281+940 tunnel, and the drilling hole 2 is arranged on the left 20m of the center line of the ZK281+940 tunnel. The borehole 1 is arranged at the center line of the left ZK281+940 tunnel, and the aperture elevation 2413.269m. When drilling to 55m, groundwater appears, and the rock stratum is: grey, grey-white limestone, medium weathering, aphanitic structure, medium thickness lamellar structure. Mainly comprises carbonate minerals, and the local part can be seen to understand the vein. The joints and the dissolution gaps develop, the rock core is complete and is in a short-long columnar shape, the hammering is acoustic and brittle, the rock is harder, and the RQD=70%. And the drilling is carried out until 94m, the drill rod is lowered to 109m, and when the drill rod continues to drill downwards, the drilling rod is slow in footage and difficult to form holes. After the drill rod is withdrawn, when 2 tons of cement retaining wall is poured into the hole, the cement slurry is found to emerge from the spring hole. After stopping drilling for 3 days, measuring the static water level 74m in the hole; the drilling continues downwards, 105m-107m is fine-grained gravel sediment, 107m-127m is yellow brown cohesive soil, and the core sample is in a gravel sand shape and has low water content. The drill hole 2 is arranged at the position 20 meters left of the center line of the left ZK281+940 tunnel, and the orifice elevation is 2404.066m. The earth surface covering soil is brown red and brown powdery clay, when the earth surface covering soil is drilled to 63m, underground water appears, and the rock stratum is: grey, grey-white limestone, medium weathering, aphanitic structure, medium thickness lamellar structure. Mainly comprises carbonate minerals, and the local part can be seen to understand the vein. The joints and the dissolution gaps develop, the rock core is complete and is in a short-long column shape, the length of the joint is about 5-35 cm, the hammer is crisp, the rock is harder, and RQD=70%. Drilling holes to 86m, wherein the core sample is gravel sand-shaped, and the hole forming is difficult. After stopping drilling for 3 days, the static water level in the hole was measured to 63m. The drill hole location and water level are shown in the following tables 1-2:

drilling position and water level table 1-2:

analysis of water gushing and mud bursting reasons: by analyzing the geological structure and water burst rule characteristics of the water burst section and combining geological exploration conditions and advanced geological forecast data and comprehensive factors such as the content of kaolin in the water burst substances, the water sac is judged to be a large karst water cavity for development of a limestone area, the water sac is vertically in a funnel shape, the water sac is supplemented by rain fall, after the water burst for the first time, the filler blocks a funnel opening, when the hydrostatic pressure reaches a critical threshold value, the water burst is performed again, and the characteristics of intermittence, burstiness and repeatability are presented.

Construction treatment sequence: and (3) applying a second lining after the right hole is advanced according to the principle of advancing the right hole, and then draining water to reduce the pressure to treat the left hole. The method comprises the following steps:

in step S12, a second tunnel (right tunnel, also referred to as right hole/right width) is excavated such that the tunnel face of the second tunnel exceeds the water and mud flooding point. When the second tunnel is excavated, a big pipe shed is adopted to assist in carrying out advanced support by combining small pipe grouting; and excavating by adopting a three-step reserved core soil method.

In particular, see fig. 7 and 8. Advanced support: when the right hole is excavated, a supporting scheme of combining a large pipe shed with small conduit grouting is adopted, loose bodies are solidified through pipe shed and small conduit grouting, a circular stable supporting body is formed, and water and mud burst of the loose bodies are prevented. The right hole digging method comprises the following steps: and excavating by adopting a three-step reserved core soil method.

In step S13, a drain pipe with a valve is drilled from the second tunnel to the direction of the water and mud injection point of the first tunnel, and the water and mud injection point is drained and depressurized. Specifically, the primary support is carried out on the second tunnel, the secondary lining is followed, and the part corresponding to the water-gushing mud-bursting section is reserved as the water draining section. And drilling a water drain pipe with a valve into the direction of the water and mud flushing point of the first tunnel at the water drain section of the second tunnel, and reducing the pressure of water discharged from the water and mud flushing point.

Referring to fig. 9, right hole primary support: the right frame adopts double-layer rigid support from the position of the tunnel face K281+922. Secondary lining of right hole: the right secondary lining is immediately followed by the primary support, the secondary lining is not applied at the positions K281+931-K281+936 to serve as a drainage section, after the secondary lining of the other sections reaches the design strength, a drainage pipe with a valve is arranged above a left hole in the drainage section through a multifunctional drilling machine, and drainage is reduced in pressure through the drainage pipe. More specifically, when the drain pipe is arranged, the valve is closed firstly, and then the valve is opened gradually; before the first tunnel is treated, water is drained and reduced in pressure, the water level of the exploratory hole is detected through a water level gauge, the change of the spring water level is observed, and the first tunnel is treated after the water level is sufficiently reduced.

Step S14, performing advanced support on the water and mud bursting section of the first tunnel (left tunnel, also called left tunnel/left frame), and dredging forward step by step. Referring to fig. 10, left panel treatment protocol: firstly, reinforcing treatment is carried out on the sludge, and the stability of the sludge is judged through monitoring measurement; and (3) removing sludge in front of the secondary lining trolley, gradually removing the secondary lining trolley, and reserving a waterproof plate trolley part as a dregs baffle.

And S15, excavating the water and mud bursting section of the first tunnel, and gradually performing primary support and secondary water-resistant profiling lining. Monitoring and measuring are carried out when the water-inrush mud-bursting section of the first tunnel is excavated; and (3) gradually advancing, namely adding one I-steel serving as a sleeve arch on the basis of the original I-steel, carrying out primary rigid support, and carrying out secondary lining following construction by adopting an SF5f water-resistant profiled lining. An escape passage is preset in the first tunnel, a sand bag is erected to serve as a temporary shelter, and the sand bag is obliquely arranged.

Referring to fig. 11 and 12, after the pipe shed is arranged, dredging is gradually carried out forward, an escape passage is preset in the tunnel for preventing potential risks, sand bags are arranged in an inclined mode to serve as temporary shelters, and danger avoiding is facilitated in emergency situations. And during excavation, monitoring measurement is enhanced, observation points are distributed at the positions of the vault and the vault shoulder, the monitoring section is longitudinally arranged every 5m, the monitoring points observe at least 5 times a day, the deformation condition is monitored, and the construction safety is ensured. Gradually advancing forward. And a truss I-steel is added as a sleeve arch on the basis of the original truss I-steel, rigid support is carried out, and a second lining is immediately applied, so that the waterproof profiling lining is adopted.

In summary, through the temporary closure of the left hole, the excavation method is to excavate the right hole forward by a three-step reserved core soil method, when the right hole is excavated to 20m before the right hole is flush with the face of the water flushing section of the left hole, in order to prevent the water flushing mud bursting of the right hole again, a rigid support scheme is adopted, two layers of primary supports are adopted for primary supports, I-steel is I22b, the distance is 60cm, a secondary lining is timely applied in the construction stage of the right hole excavation exceeding the face of the left hole, but the secondary lining is not applied corresponding to the reserved 6m of the water flushing section of the left hole, when the secondary lining reaches the design strength, a water leakage hole is arranged in the left hole through the right hole, the water leakage is reduced, the water level is reduced, the water flushing mud bursting section of the left hole is treated again, and a part of water is leaked through a multifunctional drilling machine.

When the right hole is continuously constructed to K291+978, a large amount of water is gushed from the advanced exploratory hole of the tunnel face to 300 m/h ³ . In this case, when the water level in the geological borehole is observed to be only 10m and the construction risk is low, the left hole water and mud bursting section starts to be treated. The left hole is excavated by adopting a three-step reserved core soil method, the supporting frames are excavated one by one, and the advanced supporting frames are adopted

The greenhouse is made of ∈10->

Radial grouting and advanced grouting of the small guide pipe; and grouting to consolidate the vault and the peripheral loose soil body to form a grouting consolidation ring. I25I-steel is adopted for primary support, and the distance is 50 cm. The second lining structure of the water-gushing mud-bursting section is calculated as follows: the water and mud bursting section ZK281+942 is a deep buried section, and according to the Pu's theory, the slump arch is calculated to have the height h=0.45x24x (1+0.1x (17-5))=15.84 m, and the water seepage of the primary arch crown is serious after the left hole water bursting section is excavated, and the water load value water head height is 25m. (from spring level to vault level 50m, according to the characteristics of the initial support water seepage condition after the left cave water and cement bursting section is excavated, the water taking load reduction coefficient is 0.5). And calculating the thickness of the second lining and the reinforcing bars by adopting a load structure method and calculating through finite element software.

The lining type of the water-gushing and mud-bursting section adopts SF5f type water-resistant profiled lining, primary support adopts I25b I-steel, the distance is 50cm, secondary lining is of a C35 waterproof reinforced concrete structure with the thickness of 80cm, the diameter of a circular main rib (HRB 400) is 25mm, the longitudinal distance is 10cm, and the ribs are symmetrically distributed. Through checking, the most dangerous section safety coefficient meets the specification requirement. The key section safety factor is checked in the following tables 1-3:

key section safety coefficient checking tables 1-3:

when the method passes through the water-gushing mud-bursting section, short excavation, weak disturbance, strong support, tight grouting and timely small-catheter grouting are adopted to seal the tunnel face, so that the risk of water-gushing mud bursting is reduced; and the monitoring measurement is enhanced during excavation, so that the construction safety is ensured. In order to prevent potential risks, an escape passage is preset in the tunnel, and sand bags are stacked in advance to avoid risks. Strain gauges are buried in the positions of the arch crown and the arch shoulder of the steel arch in the water-gushing and mud-bursting section; and a stress box is buried between the arch crown surrounding rock, the primary support and the secondary lining to monitor the stress condition of the surrounding rock and the support structure. The left hole is excavated by adopting a three-step reserved core soil method, the support is excavated one by one, the advance support adopts radial grouting and advance grouting of a phi 108 multiplied by 6 pipe shed and a phi 42 multiplied by 4 small guide pipe, and grouting and ring forming are formed by combining vault and peripheral loose soil body through grouting. The primary support is made of I25b I-steel, the distance between the I and the I is 50cm, the length of the greenhouse is 20m, the lap joint is 10cm, the distance between the I and the I is 40cm, the range of the vault 1200 is arranged, and the advanced small guide pipe is arranged in a double-layer arrangement mode. Gradually dismantling the trolley, pushing the trolley by truss, adopting sandbags to be obliquely arranged as temporary shelter, immediately following the primary support by the secondary lining, adopting the water-resistant profiling lining by the secondary lining, burying stress boxes at the primary support at ZK281+940 position and the arch shoulder and arch crown position between the secondary lining, and monitoring stress.

In the several embodiments provided in this application, it should be understood that the disclosed apparatus and method may be implemented in other manners as well. The apparatus embodiments described above are merely illustrative, for example, flow diagrams and block diagrams in the figures illustrate the architecture, functionality, and operation of possible implementations of apparatus, methods and computer program products according to various embodiments of the present application. In this regard, each block in the flowchart or block diagrams may represent a module, segment, or portion of code, which comprises one or more executable instructions for implementing the specified logical function(s). It should also be noted that in some alternative implementations, the functions noted in the block may occur out of the order noted in the figures. For example, two blocks shown in succession may, in fact, be executed substantially concurrently, or the blocks may sometimes be executed in the reverse order, depending upon the functionality involved. It will also be noted that each block of the block diagrams and/or flowchart illustration, and combinations of blocks in the block diagrams and/or flowchart illustration, can be implemented by special purpose hardware-based systems which perform the specified functions or acts, or combinations of special purpose hardware and computer instructions.

In addition, the functional modules in the embodiments of the present application may be integrated together to form a single part, or each module may exist alone, or two or more modules may be integrated to form a single part.

The functions, if implemented in the form of software functional modules and sold or used as a stand-alone product, may be stored in a computer-readable storage medium. Based on such understanding, the technical solution of the present application may be embodied essentially or in a part contributing to the prior art or in a part of the technical solution, in the form of a software product stored in a storage medium, including several instructions for causing a computer device (which may be a personal computer, a server, or a network device, etc.) to perform all or part of the steps of the methods described in the embodiments of the present application. And the aforementioned storage medium includes: a U-disk, a removable hard disk, a Read-Only Memory (ROM), a random access Memory (RAM, random Access Memory), a magnetic disk, or an optical disk, or other various media capable of storing program codes.

The foregoing is merely exemplary embodiments of the present application and is not intended to limit the scope of the present application, and various modifications and variations may be suggested to one skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principles of the present application should be included in the protection scope of the present application. It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures.

The foregoing is merely specific embodiments of the present application, but the scope of the present application is not limited thereto, and any person skilled in the art can easily think about changes or substitutions within the technical scope of the present application, and the changes and substitutions are intended to be covered by the scope of the present application. The scope of the present application is therefore intended to be limited by the scope of the appended claims.

It is noted that relational terms such as first and second, and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.

Claims (9)

1. The method for analyzing and treating the cause of the water burst and mud burst of the tunnel is characterized by comprising the following steps:

analyzing the water and mud bursting in the first tunnel, and determining the position of the water and mud bursting point;

digging a second tunnel to enable the tunnel face of the second tunnel to exceed the water and mud inrush point;

drilling a water drain pipe with a valve from the second tunnel to the direction of the water and mud flushing point of the first tunnel, and reducing the pressure of water drain of the water and mud flushing point;

performing advanced support on the water-gushing mud-bursting section of the first tunnel, and gradually dredging forward;

and excavating the water-gushing mud-bursting section of the first tunnel, and gradually performing primary support and secondary water-resistant profiling lining.

2. The method for analyzing and treating the cause of the water and mud flooding of the tunnel according to claim 1, wherein the step of drilling a water drain pipe with a valve from the second tunnel to the direction of the water and mud flooding point of the first tunnel, and the step of draining and depressurizing the water and mud flooding point comprises the steps of:

performing primary support on the second tunnel, immediately following secondary lining, and reserving a part corresponding to the water-gushing mud-bursting section as a water draining section;

and drilling a water drain pipe with a valve into the direction of the water and mud flushing point of the first tunnel at the water drain section of the second tunnel, and reducing the pressure of water discharged from the water and mud flushing point.

3. The method for analyzing and treating the cause of the water and mud flooding of the tunnel according to claim 2, wherein the step of drilling a water drain pipe with a valve from the second tunnel to the direction of the water and mud flooding point of the first tunnel, and the step of draining and depressurizing the water and mud flooding point comprises the steps of:

when the drain pipe is arranged, the valve is closed firstly, and then the valve is opened gradually;

before the first tunnel is treated, water is drained and reduced in pressure, the water level of the exploratory hole is detected through a water level gauge, the change of the spring water level is observed, and the first tunnel is treated after the water level is sufficiently reduced.

4. The method for analyzing and treating a cause of a water and mud gushing in a tunnel according to claim 1, wherein the excavating the second tunnel so that the face of the second tunnel exceeds the water and mud gushing point comprises:

when the second tunnel is excavated, a big pipe shed is adopted to assist in carrying out advanced support by combining small pipe grouting;

and excavating by adopting a three-step reserved core soil method.

5. The method for analyzing and treating the cause of the water and mud flooding of the tunnel according to claim 1, wherein the performing advanced support on the water and mud flooding segment of the first tunnel and gradually dredging forward comprises:

reinforcing the sludge, and judging the stability of the sludge by monitoring and measuring;

and (3) removing sludge in front of the secondary lining trolley, gradually removing the secondary lining trolley, and reserving a waterproof plate trolley part as a dregs baffle.

6. The method for analyzing and treating the cause of the water and mud gushing in the tunnel according to claim 5, wherein the step of excavating the water and mud gushing section of the first tunnel and step-by-step performing the primary support and the secondary water-resistant profiling lining comprises:

monitoring and measuring are carried out when the water-inrush mud-bursting section of the first tunnel is excavated;

and (3) gradually advancing, namely adding one I-steel serving as a sleeve arch on the basis of the original I-steel, carrying out primary rigid support, and carrying out secondary lining following construction by adopting a water-resistant profiled lining.

7. The method for analyzing and treating a cause of a water and mud gushing in a tunnel according to claim 5, wherein monitoring and measuring the water and mud gushing section of the first tunnel during excavation comprises:

and arranging observation points at the arch crown and the arch shoulder, longitudinally arranging at intervals, and monitoring the deformation condition of the section.

8. The method for analyzing and treating the cause of the water and mud gushing in the tunnel according to claim 5, wherein before the water and mud gushing section of the first tunnel is excavated and the primary support and the secondary water-resistant profiling lining are performed step by step, the method comprises:

an escape passage is preset in the first tunnel, a sand bag is erected to serve as a temporary shelter, and the sand bag is obliquely arranged.

9. The method for analyzing and treating the cause of the water and mud flooding in the tunnel according to claim 1, wherein the analyzing the water and mud flooding in the first tunnel and determining the water and mud flooding point position comprises:

judging the position and the size of a water bag at the water burst mud point through geological drilling and water burst mud burst rule analysis;

and observing the water level of the dome cavity of the water-gushing mud-bursting section through geological drilling.

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