Method for improving soft rock roadway rapid roadway forming by modifying source in long hole area under well

Abstract

The application provides a method for improving soft rock roadway rapid formation by modifying source of long-hole area in underground, comprising the following steps: S1: performing geomechanics test on surrounding rock of a to-be-excavated roadway to obtain physical and mechanical parameters of the surrounding rock, and determining surrounding rock areas on the periphery of the to-be-excavated roadway which need to be modified; S2: drilling the surrounding rock areas which need to be modified to form grouting channels, the number of the grouting channels being at least two; S3: supporting the drilled grouting channels by using casings, the number of the casings being at least two and being arranged along the length of the grouting channels in sequence at intervals; S4: performing perforating and fracturing treatment on the grouting channels with the casings installed; S5: performing grouting modification on the grouting channels to form a grouting modified area outside the to-be-excavated roadway, and simultaneously performing ultrasonic treatment on the grouting channels during the grouting process; and S6: using an excavation and anchoring integrated machine to excavate the to-be-excavated roadway to form a newly-excavated roadway, and the grouting modified area constituting a roof and / or a side slope of the newly-excavated roadway.

Description

Technical Field

[0001] This invention relates to the field of coal mining technology, and in particular to a method for improving the rapid formation of soft rock roadways by using a modified source in underground long-hole areas. Background Technology

[0002] Soft rock tunnels account for over 30% of all tunnels in my country. Compared to other rock types, soft rock has disadvantages such as low strength and poor bearing capacity. When excavating tunnels formed by soft rock surrounding rock, collapses, roof falls, and spalling are prone to occur. Therefore, for construction safety reasons, tunnel boring machines (TBMs) cannot be directly used for tunnel excavation. Related technologies generally require staged excavation of the tunnel cross-section for this type of tunnel excavation, and manual support using anchor bolts and cables. This method results in a slow tunneling speed, with an average monthly advance of no more than 200 meters, and also suffers from high labor intensity for workers, severely impacting the succession of mining operations in such mines. Summary of the Invention

[0003] This invention is based on the inventor's discoveries and understanding of the following facts and problems:

[0004] The present invention aims to at least partially solve one of the technical problems in the related art.

[0005] Therefore, embodiments of the present invention propose a method for improving the rapid tunneling of soft rock roadways by modifying the source of underground long-hole areas. This method can improve the strength of soft rock by modifying it, so that it can meet the usage conditions of the tunneling and anchoring machine, thereby improving the tunneling speed.

[0006] The method for improving the rapid formation of soft rock roadways by modifying the source in the long borehole area of ​​the well according to an embodiment of the present invention includes the following steps:

[0007] S1: Conduct geomechanical tests on the surrounding rock of the tunnel to be excavated, obtain the physical and mechanical parameters of the surrounding rock, and determine the surrounding rock areas around the tunnel to be excavated that need to be modified.

[0008] S2: Drill holes in the surrounding rock area that needs to be modified to form grouting channels, wherein the number of grouting channels is at least two;

[0009] S3: The drilled grouting channel is supported by casing, and the number of casings is at least two and they are arranged at intervals along the length of the grouting channel;

[0010] S4: Perforate and fracturing the grouting channel on which the casing is installed;

[0011] S5: The grouting channel is modified by grouting to form a grouting modification area outside the roadway to be excavated, and the grouting channel is ultrasonically treated during the grouting process.

[0012] S6: The tunneling and anchoring machine is used to excavate the tunnel to be excavated to form a new tunnel, and the grouting modification area constitutes the roof and / or sidewalls of the newly excavated tunnel.

[0013] The method for improving the rapid formation of soft rock roadways by modifying the underground long-hole area provided in this embodiment of the invention can quickly form the above-mentioned grouting modification area around the roadway to be excavated. The grouting modification area can effectively improve the strength of the soft rock located on the periphery of the corresponding roadway, making the roadway to be excavated suitable for the use of a roadheader and anchor machine, which helps to quickly form the roadway.

[0014] In some embodiments, step S1, performing geomechanical testing on the surrounding rock of the tunnel to be excavated, includes:

[0015] The strength of the surrounding rock at the roof and sidewalls of the tunnel to be excavated was determined by drilling and in-situ borehole inspection.

[0016] In some embodiments, the grouting channel formed in step S2 includes a vertical section, a sloping section, and a horizontal section. The vertical section is formed in the surrounding rock in a direction perpendicular to the tunnel wall. The horizontal section is parallel to the tunnel. The sloping section connects the vertical section and the horizontal section.

[0017] In some embodiments, the length of the grouting channel is not less than 500 m, and the diameter of the grouting channel is not less than 110 mm.

[0018] In some embodiments, in step S2, when drilling into the surrounding rock area and forming the grouting channel, the length of the fractured zone within the surrounding rock area is obtained.

[0019] In some embodiments, step S4 involves perforating and fracturing the grouting channel on which the casing is installed, including:

[0020] The grouting channel with a fixed casing is perforated using a high-pressure perforation device, and then the perforated grouting channel is hydraulically fracturing using a hydraulic fracturing method.

[0021] In some embodiments, in step S5, a high-pressure grouting sealing device is used to grout the grouting channel, and a corresponding grouting modification process is selected according to the depth of the grouting channel. If the length of the grouting channel does not exceed a preset value, a full-length one-time grouting modification process is performed in the grouting channel. If the length of the grouting channel is greater than the preset value, a backward segmented grouting modification process is performed in the grouting channel.

[0022] In some embodiments, step S5, which involves ultrasonically treating the grouting channel during the grouting process, includes ultrasonically vibrating the grouting channel in the grouting modification process through adjacent grouting channels.

[0023] In some embodiments, in step S5:

[0024] The grouting pressure shall not be less than 35 MPa;

[0025] The grout used for grouting is a nano-sized material with a particle size of D. 95 ≤1μm, initial setting time 30-60min, uniaxial compressive strength of not less than 20MPa at 1 day, uniaxial compressive strength of not less than 90MPa at 28 days, and bond strength of not less than 3MPa.

[0026] In some embodiments, step S7 is further included, which verifies the strength of the grouting modified region. Attached Figure Description

[0027] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0028] Figure 1 This is a schematic diagram of the method for improving the rapid formation of soft rock roadways by modifying the source of underground long-hole areas according to an embodiment of the present invention;

[0029] Figure 2 This is a schematic diagram showing the distribution of the tunnel to be excavated and the grouting channel in an embodiment of the present invention;

[0030] Figure 3 yes Figure 2 A schematic diagram of the grouting channel structure;

[0031] Figure 4 This is a schematic diagram of the cooperation between the grouting channel and the high-pressure grouting sealing device before expansion in the method of improving the rapid formation of soft rock roadways by modifying the source of underground long-hole area in an embodiment of the present invention.

[0032] Figure 5 This is a schematic diagram of the cooperation between the grouting channel and the high-pressure grouting sealing device in the expansion state in the method of improving the rapid formation of soft rock roadways by modifying the source of underground long hole area in an embodiment of the present invention.

[0033] Figure 6This is a schematic diagram of the cooperation between the high-pressure grouting sealing device and the grouting channel after the first segmented grouting in the method of improving the rapid formation of soft rock roadways in the underground long-hole area modification source of the present invention.

[0034] Figure 7 This is a schematic diagram of the cooperation between the high-pressure grouting sealing device and the grouting channel after the second segmented grouting in the method of improving the rapid formation of soft rock roadways in the underground long-hole area modification source of the present invention.

[0035] Figure 8 This is a schematic diagram of the structure of the integrated tunneling and anchoring machine used in the method of improving the rapid tunneling of soft rock roadways by modifying the source of underground long-hole areas in an embodiment of the present invention.

[0036] In the picture:

[0037] 1. Grouting modification zone; 11. Grouting channel; 111. Horizontal section; 112. Vertical section; 113. Inclined section; 12. Modification unit; 2. Roadway to be excavated; 3. High-pressure grouting sealing device. Detailed Implementation

[0038] Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings. The embodiments described below with reference to the accompanying drawings are exemplary and intended to explain the present invention, and should not be construed as limiting the present invention.

[0039] The following is combined Figures 1-8 This invention describes a method for improving the rapid formation of soft rock roadways using a modified source in the underground long-hole region according to an embodiment of the present invention.

[0040] This invention provides a method for improving the rapid formation of soft rock roadways by modifying the source material in long-hole areas underground, such as... Figure 1 As shown, the method for improving the rapid formation of soft rock roadways by modifying the source in the underground long-hole area includes the following steps:

[0041] S1: Conduct geomechanical tests on the surrounding rock of the tunnel 2 to be excavated, obtain the physical and mechanical parameters of the surrounding rock, and determine the surrounding rock areas around the tunnel 2 that need to be modified.

[0042] S2: Drill holes in the surrounding rock area that needs to be modified to form grouting channels 11, and the number of grouting channels 11 is at least two;

[0043] S3: Use casing to support the drilled grouting channel 11. There are at least two casings, which are arranged at intervals along the length of the grouting channel 11.

[0044] S4: Perform perforation and fracturing treatment on the grouting channel 11 with the casing installed;

[0045] S5: Grouting modification is performed on grouting channel 11 to form grouting modification area 1 outside the roadway 2 to be excavated, and ultrasonic treatment is performed on grouting channel 11 during the grouting process;

[0046] S6: Use a tunneling and anchoring machine to excavate the tunnel 2 to form a new tunnel. The grouting modification area 1 constitutes the roof and / or sidewalls of the new tunnel.

[0047] The method for improving the rapid tunneling of soft rock roadways by modifying the underground long-hole area according to embodiments of the present invention can rapidly form the aforementioned grouting modification area 1 around the roadway 2 to be excavated through grouting channels 11 and fissures located within the rock strata and connected to the grouting channels 11. This grouting modification area 1 can significantly improve the strength of the coal and rock strata that restrict the tunneling speed of soft rock roadways, thereby modifying the soft rock area around the roadway 2 to be excavated. This addresses the low strength and easily fractured nature of soft rock at its source, preventing roof falls and spalling during roadway excavation. This means that the modified roadway 2 to be excavated is ready for use with a roadheader and anchor machine, facilitating rapid roadway formation.

[0048] The structure of the tunneling and anchoring integrated machine is as follows Figure 8 As shown.

[0049] The aforementioned elongated area refers to the area where a strip-shaped tunnel can be formed.

[0050] The following is a detailed explanation of each of the above processes.

[0051] In step S1, geomechanical tests are performed on the surrounding rock of the tunnel 2 to be excavated, including:

[0052] The strength of the surrounding rock at the top and sidewalls of the tunnel to be excavated was determined by drilling and in-situ borehole inspection.

[0053] Specifically, after determining the excavation location of the roadway 2 to be excavated, boreholes can be drilled in the surrounding rock area on the outer periphery of the roadway 2 to be excavated. The depth and diameter of the boreholes can be determined according to industry standards. Subsequently, the surrounding rock structure is inspected and its strength is investigated through the boreholes, and the physical parameters of the surrounding rock are tested (for example, the coal and rock mass structure of the roof, sidewalls and other parts of the roadway 2 to be excavated is measured by in-situ borehole inspection to obtain the geomechanical parameters of the surrounding rock of the roadway 2 to be excavated).

[0054] In addition to determining the area of ​​surrounding rock requiring modification based on the above parameters, the operators can further determine the size, length, and layout of the grouting channel 11. In step S2, the grouting channel 11 formed by drilling includes a vertical section 112, a sloping section 113, and a horizontal section 111. The vertical section 112 is formed within the surrounding rock in a direction perpendicular to the tunnel wall. The horizontal section 111 is parallel to the tunnel. The sloping section 113 connects the vertical section 112 and the horizontal section 111. Figure 2 As shown.

[0055] The drilling operation employed the directional drilling technique (also known as directional borehole drilling technology). This technique allows drilling at a vertical or inclined angle, and after reaching the set position, it turns and drills horizontally or nearly horizontally. When using this technique to drill around the surrounding rock in the corresponding area, it is convenient to drill around the tunnel 2 to be excavated and form grouting channels 11.

[0056] In this embodiment, drilling operations are performed using a directional drilling rig with a digital drill bit. The directional drilling rig's display screen shows parameters such as the softness and fracture of the surrounding rock around the grouting channel 11 as drilling progresses, as well as the trajectory of the grouting channel 11. Operators can further understand the soft and fractured areas within the surrounding rock based on the drilling results and use the drill bit's trajectory and other parameters as a basis for determining whether subsequent grouting modification operations require segmented grouting and the length of each segment. Furthermore, operators can adjust the grout mix ratio and grouting process based on the above information.

[0057] In step S2, when drilling holes in the surrounding rock area to form grouting channels 11, workers can obtain the length of the fractured zone within the surrounding rock area during this process. The length of the fractured zone within the surrounding rock is defined as L. This length L helps determine the casing size and perforation interval in subsequent processing steps, and can also serve as the length basis for segmented grouting.

[0058] In step S2, the number of grouting channels 11 is generally two or more. The number of grouting channels 11 is mainly affected by the size and distribution of the surrounding rock area that needs to be modified and reinforced.

[0059] When the roof and sidewalls of the tunnel 2 to be excavated require reinforcement, at least three grouting channels 11 can be installed and symmetrically distributed on the outside of the tunnel 2. For example... Figure 2 As shown, a grouting channel 11 is provided above, to the left, and to the right of the tunnel 2 to be excavated. Of course, more grouting channels can be provided on one of the above, left, and right sides of the tunnel 2 to be excavated. The actual number and size of the grouting channels 11 can be adjusted according to the specifications of the tunnel 2 to be excavated.

[0060] When only the roof or sidewalls of the tunnel 2 to be excavated need reinforcement, the grouting channel 11 can be set up on the outer periphery of the tunnel 2 to be excavated at the location required for reinforcement.

[0061] To improve tunnel excavation efficiency, the aforementioned grouting channel 11 should have a considerable length to ensure that tunnel excavation and support operations can continue for an extended period after the above process is completed (generally 10-30 days, with the specific time interval depending on the surrounding rock conditions). This approach not only effectively reduces the frequency of grouting but also allows the tunnel to meet the operating conditions of the tunnel boring machine, ensuring relative stability during excavation and preventing collapses, caving, and spalling when the tunnel is first exposed and unsupported, allowing sufficient time for support treatment.

[0062] Specifically, in some embodiments, the length of the grouting channel 11 is not less than 500 m, and the diameter of the grouting channel 11 is not less than 110 mm.

[0063] If the length of the grouting channel 11 is not shorter than the tunneling length, then the above steps can complete the tunneling and form a complete tunnel.

[0064] If the length of the grouting channel 11 is shorter than the tunnel excavation length, the above steps need to be repeated until the tunnel excavation is completed. That is, when the tunnel 2 area corresponding to the grouting modification area 1 formed by the previous grouting operation is about to be fully excavated, the surrounding rock area located in front of the excavation direction needs to be drilled and grouted to modify the rock in the next stage based on the already excavated tunnel. Then, the modified tunnel 2 is excavated using a tunnel boring machine. This cycle is repeated until the complete tunnel excavation is completed.

[0065] Because the grouting channel 11 is relatively long and the surrounding rock strength used for drilling is relatively poor, casing needs to be installed along with the drill bit to prevent the drilled grouting channel 11 from collapsing due to the influence of soft coal rock strata as the borehole advances. Therefore, in step S3, casing needs to be arranged within the grouting channel 11 along its length. Generally, at least two casings are used, the specific number being controlled by the length of the casing itself and the length of the grouting channel 11. The casings will sequentially enter the grouting channel 11 as the drill bit advances and will be arranged at intervals along the length of the grouting channel 11.

[0066] In step S3, to prevent the installed sleeve from moving relative to the grouting channel 11, cement or other materials can be injected between the sleeve and the grouting channel 11 to fix the sleeve in the grouting channel 11.

[0067] After the above steps, the grouting channel 11 with the sleeve installed needs to be pre-treated before grouting to ensure that the grouting operation has a good modification and reinforcement effect on the surrounding rock.

[0068] Specifically, in step S4, the grouting channel 11 with the casing is perforated and fracturing, including:

[0069] The grouting channel 11 with a fixed casing was perforated using a high-pressure perforation device, and then the grouting channel 11 after perforation was hydraulically fracturing.

[0070] Since the presence of casing and cement can affect the flow of grout, perforation is required to overcome the above problems, so as to create holes in the casing and the cement layer used for fixation that allow grout to flow into the rock strata.

[0071] Before perforating the grouting channel 11, based on the surrounding rock data obtained at the drill bit, perforation is performed every 1.5-2 L, with the length of the fractured surrounding rock zone as the unit length L.

[0072] After the perforation is completed, in order to further increase the number or size of the fissures connecting the grouting channel 11 and the surrounding rock, so that the grout can flow fully into the surrounding rock to be modified and reinforced, this embodiment performs hydraulic fracturing on the surrounding rock located at the top plate and sidewalls of the tunnel to be excavated 2. This treatment method can fracture the original fissures formed in the surrounding rock.

[0073] Specifically, the fracturing fluid used in the aforementioned hydraulic fracturing is water mixed with sand. When the fracturing fluid enters the surrounding rock under pressure, the sand in it can provide some support and prevent the fracture from closing. In the subsequent grouting operation, the grout can flow into the fracture through the grouting channel 11, thereby improving the grouting effect and enabling the soft rock surrounding rock to be better modified and reinforced.

[0074] After perforation and hydraulic fracturing, the grouting channel 11 is fully connected to the fissures within the surrounding rock. Subsequently, pre-prepared grout can be used to modify the surrounding rock through the grouting channel 11. At this time, the grout flows through the grouting channel 11 into the fissures within the surrounding rock, forming dendritic or branched modification units 12. These modification units 12 are firmly connected to the surrounding rock through the fissures, thereby effectively improving the strength of the surrounding rock.

[0075] The above operations can complete the formation of the grouting channel 11 and the preparation work before grouting.

[0076] In step S5, the high-pressure grouting sealing device 3 is used to grout the grouting channel 11 and the corresponding grouting modification process is selected according to the depth of the grouting channel 11. If the length of the grouting channel 11 does not exceed the preset value, a full-length one-time grouting modification process is carried out in the grouting channel 11. If the length of the grouting channel 11 is greater than the preset value, a backward segmented grouting modification process is carried out in the grouting channel 11.

[0077] In step S5, the fitting relationship between the high-pressure grouting sealing device 3 and the grouting channel 11 is as follows: Figures 4-7 As shown. The aforementioned high-pressure grouting sealing device 3 is a high-pressure grouting sealing device 3 that can seal holes, be cleaned, and be retractable. When the high-pressure grouting sealing device 3 is inserted into the grouting channel 11, it is in an unexpanded state and can move freely relative to the grouting channel 11, as shown. Figure 4 As shown, it needs to be moved to a suitable position for the current grouting operation. After water injection (which can be achieved using a high-flow water pump) is performed on the high-pressure grouting sealer 3, the sealer expands and seals the hole. At this point, the high-pressure grouting sealer 3 is fixed in the corresponding position of the grouting channel 11, as shown. Figure 5 As shown; subsequently, after the prepared grout is thoroughly mixed, it is injected into the grouting channel 11 through a high-pressure grouting pump connected to the grouting pipe, under high pressure. Figure 6 As shown, at this time, the grout located in the grouting area can flow into the surrounding rock through the cracks under pressure and firmly bond with the surrounding rock, such as... Figure 6 As shown, the grouting area mentioned above refers to the area located to the left of the high-pressure grouting sealing device 3.

[0078] If segmented grouting is required during the grouting operation, pressure must be maintained for a certain period of time after the above process is completed until the grout loses its fluidity. Then, the high-pressure grouting sealing device 3 should be immediately depressurized and flushed to remove any residual grout inside. The high-pressure grouting sealing device 3 should then be moved back to the next grouting section, and the above process repeated. Figure 7 As shown, this continues until all segmented grouting operations within the grouting channel 11 are completed.

[0079] In this embodiment, the slurry used above is made of nanoscale materials, which has the advantages of being ultrafine, high-strength, high-early-strength, and highly adhesive.

[0080] In some embodiments, in step S5:

[0081] The grouting pressure shall not be less than 35 MPa;

[0082] The grout used for grouting is a nano-sized material with a particle size of D. 95 ≤1μm, initial setting time 30-60min, uniaxial compressive strength of not less than 20MPa at 1 day, uniaxial compressive strength of not less than 90MPa at 28 days, and bond strength of not less than 3MPa.

[0083] In some embodiments, step S5 further includes ultrasonic vibration treatment of the grouting channel 11 in the grouting modification process through the adjacent grouting channel 11.

[0084] It should be noted that when multiple grouting channels 11 are formed within the surrounding rock, grouting operations can be carried out sequentially or simultaneously as needed. After all grouting channels 11 are completed, the soft rock area surrounding the tunnel 22 to be excavated can be modified, and an artificial modified layer can be created. This changes the low strength and fractured nature of the soft rock from the source, minimizing the possibility of roof falls and spalling within the tunnel.

[0085] Simultaneous ultrasonic vibration treatment of the grouting channel 11 during the grouting modification process can effectively improve the grouting effect.

[0086] The aforementioned ultrasonic vibration treatment is achieved using a high-energy ultrasonic system. This ultrasonic vibration treatment can resonate with the water in the fractures from previous hydraulic fracturing, allowing the fractures to achieve a certain opening, thereby significantly increasing the speed and flow rate of grout into the fractures and improving the grouting effect.

[0087] The parameters of the above grouting process are explained below with reference to specific embodiments:

[0088] During the grouting process, the grouting pressure is generally set to no less than 35 MPa (this grouting pressure needs to be adjusted according to the actual situation). After grouting is completed, pressure needs to be maintained for a certain period of time. In this embodiment, the pressure maintenance time is 10-30 minutes. After the grout loses its fluidity, the pressure relief valve is opened to release the grouting pressure. Subsequently, the pressure relief valve of the high-pressure grouting sealing device 3 is opened to release its pressure, and the high-pressure grouting sealing device 3 retracts. At this time, it is necessary to immediately flush the high-pressure grouting sealing device 3 with a large flow of water to prevent the solidification of residual grout inside from affecting the normal use of the sealing device. The high-pressure grouting sealing device 3 retracts according to the perforation distance, with segmented distances of approximately 20-50 m. Then, the above process is repeated, such as... Figure 7 As shown, this continues until all sections of the grouting operation within the grouting channel 11 are completed.

[0089] In this embodiment, the rated pressure of the grouting pump used is not less than 40 MPa, and the power is not less than 75 kW; the grouting material is nanoscale, and its particle size D 95 The particle size is ≤1μm, and the initial setting time is 30–60 min. The uniaxial compressive strength of the above grout is not less than 20MPa after 1 day, not less than 90MPa after 28 days, and the bond strength is not less than 3MPa. The above parameters are for reference only, and the actual physical parameters of the grout can be adjusted as needed.

[0090] The above steps can modify the soft rock strata, increasing their strength and thus improving the excavation efficiency of the corresponding tunnel 2. Furthermore, the modified surrounding rock can be used with a tunneling machine to further enhance excavation efficiency.

[0091] In some embodiments, to facilitate operators' understanding of the grouting effect, the grouting process can be monitored to obtain the grout diffusion range.

[0092] Alternatively, in some embodiments, step S7 is included to verify the strength of the grouting modified region 1.

[0093] At this point, workers can use in-situ testing methods such as digital drilling to test the strength and structure, and verify the modification of the grouting area.

[0094] The two methods described above can be used together to detect the grouting process and verify the grouting effect, respectively.

[0095] Understandably, the surrounding rock treated by the aforementioned method of improving the rapid tunneling of soft rock tunnels through underground long-hole area modification has higher strength. Compared with unmodified rock strata, the strength of the modified surrounding rock meets the operating conditions of the roadheader-anchor (BAR) machine. When using the BAR machine for tunneling operations, the temporary support of the BAR machine can be used to support the roof, and the cutting head can cut the cross-section in one go; during the cutting process, the anchor drilling rig can simultaneously support the roof and sides. Compared with the traditional tunneling method of multiple cutting and manual support by blasting head roadheaders, the BAR machine has the advantages of parallel cutting and anchoring operations, and simultaneous cutting and support, which can further improve the tunneling speed and reduce the labor intensity of operators.

[0096] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," and "circumferential" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this invention and simplifying the description, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0097] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this invention, "a plurality of" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0098] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection, an electrical connection, or a connection that allows communication between them; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0099] In this invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "over," and "on top" of the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0100] In this invention, the terms "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to a specific feature, structure, material, or characteristic described in connection with that embodiment or example, which is included in at least one embodiment or example of the invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0101] Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make changes, modifications, substitutions and variations to the above embodiments within the scope of the present invention.

Claims

1. A method for rapidly constructing soft rock roadways by modifying the source material in underground long-hole areas, characterized in that, Includes the following steps: S1: Conduct geomechanical tests on the surrounding rock of the tunnel to be excavated, obtain the physical and mechanical parameters of the surrounding rock, and determine the surrounding rock areas around the tunnel to be excavated that need to be modified. S2: Drill holes in the surrounding rock area that needs to be modified to form grouting channels, and the number of grouting channels is at least two; the formed grouting channels include a vertical section, a sloping section and a horizontal section, the vertical section is formed in the surrounding rock in a direction perpendicular to the roadway wall, the horizontal section is parallel to the roadway to be excavated, and the sloping section connects the vertical section and the horizontal section; S3: The drilled grouting channel is supported by casing, and the number of casings is at least two and they are arranged at intervals along the length of the grouting channel; S4: Perforate and fracturing the grouting channel on which the casing is installed; The grouting channel with the casing installed is subjected to perforation and fracturing treatment, including: The grouting channel with a fixed casing is perforated using a high-pressure perforation device, and then the perforated grouting channel is hydraulically fracturing using a hydraulic fracturing method. S5: The grouting channel is modified by grouting to form a grouting modification area outside the roadway to be excavated, and the grouting channel is ultrasonically treated during the grouting process; a high-pressure grouting sealing device is used to modify the grouting channel, and the corresponding grouting modification process is selected according to the length of the grouting channel. If the length of the grouting channel does not exceed a preset value, a full-length one-time grouting modification process is performed in the grouting channel. If the length of the grouting channel is greater than the preset value, a backward segmented grouting modification process is performed in the grouting channel; the grouting channel is ultrasonically treated during the grouting process, including ultrasonic vibration treatment of the grouting channel in the grouting modification process through adjacent grouting channels; S6: The tunneling and anchoring machine is used to excavate the tunnel to be excavated to form a new tunnel, and the grouting modification area constitutes the roof and / or sidewalls of the newly excavated tunnel.

2. The method for improving the rapid formation of soft rock roadways by modifying the source in the long-hole area of ​​the well as described in claim 1, characterized in that, In step S1, geomechanical testing is performed on the surrounding rock of the tunnel to be excavated, including: The strength of the surrounding rock at the roof and sidewalls of the tunnel to be excavated was determined by drilling and in-situ borehole inspection.

3. The method for improving rapid roadway formation in soft rock tunnels by modifying the source in the long-hole area of ​​the well according to claim 1, characterized in that, The length of the grouting channel is not less than 500 m, and the diameter of the grouting channel is not less than 110 mm.

4. The method for improving the rapid formation of soft rock roadways by modifying the source in the long-hole area of ​​the well as described in claim 1, characterized in that, In step S2, when drilling holes in the surrounding rock area and forming the grouting channel, the length of the fractured zone in the surrounding rock area is obtained.

5. The method for improving the rapid formation of soft rock roadways by modifying the source in the long-hole area of ​​the well according to claim 1, characterized in that, In step S5: The grouting pressure shall not be less than 35 MPa; The grout used for grouting is a nano-sized material with a particle size of D. 95 ≤1μm, initial setting time 30-60min, uniaxial compressive strength of not less than 20MPa at 1 day, uniaxial compressive strength of not less than 90MPa at 28 days, and bond strength of not less than 3MPa.

6. The method for improving rapid roadway formation in soft rock tunnels using underground long-hole area modification sources according to any one of claims 1-5, characterized in that, It also includes step S7, which verifies the strength of the grouting modified area.

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