Roadway advance support system and method

Abstract

The invention provides a roadway advance support system and method.The roadway advance support system comprises an advance drilling hole set, a fracturing grouting assembly and an anchoring assembly, the advance drilling hole set comprises a plurality of drilling holes, and the extending direction of the drilling holes is obliquely arranged relative to the extending direction of a roadway; the distance between the starting ends of every two adjacent drill holes is smaller than the distance between the tail ends of every two adjacent drill holes, the multiple advance drill hole sets are sequentially arranged in the extending direction of the roadway, in the extending direction of the drill holes, the drill holes comprise anchoring sections and reinforcing sections, the anchoring sections are located at the starting ends of the drill holes, and the reinforcing sections are located at the tail ends of the drill holes. The fracturing and grouting assembly comprises a fracturing part and a grouting part, the fracturing part is used for fracturing the reinforcing section so as to be filled with an energy absorption material, the grouting part is used for filling and grouting the reinforcing section, the anchoring assembly comprises a plurality of anchoring parts, and the anchoring parts are used for being anchored in the anchoring section. According to the roadway advance support system, the stability and safety of roadway surrounding rock are improved.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel support, and in particular to a tunnel advance support system and method. Background Art

[0002] As the direct load-bearing structure of a roadway, the physical and mechanical properties of the surrounding rock mass directly influence its bearing capacity. Depending on the properties of the surrounding rock, roadways can be categorized as rock roadways, interbedded roadways, semi-coal roadways, and coal roadways. Different surrounding rock properties lead to varying roadway stability and self-stabilization capabilities. Soft rock roadways, in particular, are subject to tectonic or dynamic pressure, resulting in short self-stabilization times and severe mine pressure.

[0003] During tunneling, roof rock fragmentation can occur in a variety of ways. These include when the tunnel is located near a fold axis or the footwalls of a fault, where the surrounding rock is crushed by tectonic compression; when the roof is composed of supporting coal or soft rock with highly developed primary bedding, where the surrounding rock is disturbed and damaged by tunneling; and when the surrounding rock is artificially fragmented by mining activities. These tunnels with fractured roofs share a common characteristic: the surrounding rock is difficult to stabilize quickly, and without temporary support, it is prone to collapse.

[0004] Among related technologies, most mines use deep, large-section excavation. When encountering geological anomalies, the surrounding rock is broken and has poor integrity. After the tunnel is excavated, the mine pressure becomes very intense, and the roof cannot stabilize itself in a short period of time. Traditional methods often use advanced dense anchor bolts, advanced pipe roofs, and pipe roof grouting for advanced support. Although these methods have played a role to a certain extent, they have many drawbacks, such as poor effectiveness of active advanced support, high advanced support density, and large construction workload; the surrounding rock in front of the tunnel must be stable and have sufficient support and bending resistance; and the cement slurry of the grouting pipe roof solidifies slowly, affecting the normal excavation process. Summary of the Invention

[0005] The present invention aims to solve at least one of the technical problems in the related art to a certain extent. To this end, embodiments of the present invention provide a tunnel advance support system and method, which improves the stability and safety of the tunnel surrounding rock.

[0006] The tunnel advance support system according to an embodiment of the present invention includes:

[0007] An advance drilling group, the advance drilling group comprising a plurality of boreholes, the extension direction of the boreholes being arranged obliquely relative to the extension direction of the tunnel, the distance between the starting ends of two adjacent boreholes being smaller than the distance between the trailing ends of two adjacent boreholes, the plurality of advance drilling groups being arranged sequentially along the extension direction of the tunnel, the boreholes comprising an anchoring section and a reinforcement section in the extension direction of the boreholes, the anchoring section being located at the starting end of the borehole;

[0008] A fracturing and grouting assembly, comprising a fracturing member and a grouting member, wherein the fracturing member is used to perform fracturing on the reinforcement section for filling with energy-absorbing material, and the grouting member is used to perform grouting on the reinforcement section;

[0009] An anchoring assembly, the anchoring assembly includes a plurality of anchors, the plurality of anchors correspond one to one with the plurality of boreholes, the anchors are used to be anchored in the anchoring section, and the length of the anchors is adapted to the length of the anchoring section.

[0010] The tunnel advance support system of the present invention uses tilted drill holes to form an "umbrella-shaped" support structure at the tunnel top, enhancing support for the surrounding rock. Furthermore, through fracturing and grouting, cracks and voids in the surrounding rock can be effectively filled, enhancing its overall stability and reducing the risk of collapse.

[0011] Therefore, the tunnel advance support system of the embodiment of the present invention improves the stability and safety of the tunnel surrounding rock.

[0012] In some embodiments, the plurality of boreholes are divided into a first borehole group and a second borehole group, the first borehole group and the second borehole group are arranged at intervals in the height direction of the tunnel, and the inclination angle of the boreholes in the second borehole group is greater than the inclination angle of the boreholes in the first borehole group.

[0013] In some embodiments, in a plane perpendicular to the height direction of the tunnel, two adjacent advance drilling groups are partially overlapped.

[0014] In some embodiments, in one of the advanced drilling groups, the ratio of the area of the region enclosed by the starting ends of the drilling holes to the area of the region enclosed by the trailing ends of the drilling holes is less than or equal to 1 / 3.

[0015] In some embodiments, the reinforcement section includes at least one fracturing section and at least one grouting section, and the number of the fracturing sections is less than or equal to the number of the grouting sections, and one of the fracturing section and the grouting section is in communication with the anchoring section.

[0016] The tunnel advance support method according to an embodiment of the present invention is implemented using the tunnel advance support system according to any one of the above embodiments, and includes the following steps:

[0017] S1. Use drilling equipment to advance drill holes in the tunnel;

[0018] S2. Determine the distribution of the roadway rock wall types in the direction of the borehole extension based on the feed speed of the drilling rig and the waste residue discharged from the borehole, and determine the distribution of the anchoring section and the reinforcement section of the corresponding borehole based on the distribution of the rock wall types;

[0019] S3. Perform fracturing, filling and / or grouting operations on the reinforcement section, and perform anchoring operations on the anchoring section;

[0020] S4. Select a second position for the advance drilling near the end of the advance drilling group, and perform advance drilling at the second position using a drilling rig.

[0021] In some embodiments, the following steps are further included before step S1: drilling the rock wall at the top of the tunnel to preliminarily determine the distribution of rock wall types.

[0022] In some embodiments, step S2 further includes: dividing the reinforcement section into a fracturing section and a grouting section, determining the number and corresponding positions of the fracturing sections and the grouting sections according to the distribution of the tunnel rock wall types, and performing fracturing, filling operations or grouting operations respectively.

[0023] In some embodiments, step S3 also includes: opening grouting monitoring holes at positions corresponding to the tunnel excavation working face and the reinforcement section, monitoring the grouting pressure and deformation parameters of the energy-absorbing material in real time, adjusting the fracturing energy and grouting ratio, and monitoring the compression rate of the energy-absorbing material.

[0024] In some embodiments, step S4 also includes that within a single advance drilling group, the area enclosed by the starting end of the drilling hole is smaller than 1 / 3 of the area enclosed by the tail end of the drilling hole, the drilling holes of two adjacent advance drilling groups have overlapping areas in the extension direction of the tunnel, and the ratio of the length of the overlapping area to the length of one of the advance drilling groups is less than or equal to 1 / 5. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 It is a schematic diagram of the drilling construction of the tunnel advance support system according to an embodiment of the present invention.

[0026] Figure 2 yes Figure 1 The top view schematic diagram shown in .

[0027] Figure 3 yes Figure 2 AA sectional view shown in FIG.

[0028] Figure 4 yes Figure 1 The front view is shown in .

[0029] Figure 5 yes Figure 4 BB cross-sectional view shown in FIG.

[0030] Figure 6 It is a construction diagram of multiple advance drilling groups of the tunnel advance support system according to an embodiment of the present invention.

[0031] Reference numerals:

[0032] 100, Lane,

[0033] 1. Advance drilling group, 11. First drilling group, 12. Second drilling group, 111. Anchoring section, 112. Reinforcement section, 1121. Fracturing section, 1122. Grouting section. DETAILED DESCRIPTION

[0034] The embodiments of the present invention are described in detail below, and examples of the embodiments are shown in the accompanying drawings. The embodiments described below with reference to the accompanying drawings are exemplary and intended to be used to explain the present invention, but should not be understood as limiting the present invention.

[0035] like Figures 1-6 As shown, the tunnel advance support system of the embodiment of the present invention includes: an advance drilling group 1, a fracturing grouting assembly and an anchoring assembly.

[0036] The advance drilling group 1 includes multiple boreholes, the extension direction of the boreholes is arranged obliquely compared to the extension direction of the tunnel 100, the distance between the starting ends of two adjacent boreholes is smaller than the distance between the ending ends of two adjacent boreholes, there are multiple advance drilling groups 1, and the multiple advance drilling groups 1 are arranged in sequence along the extension direction of the tunnel 100. In the extension direction of the boreholes, the boreholes include an anchoring section 111 and a reinforcement section 112, and the anchoring section 111 is located at the starting end of the borehole. The fracturing and grouting assembly includes a fracturing part and a grouting part. The fracturing part is used to perform fracturing on the reinforcement section 112 for filling with energy-absorbing material, and the grouting part is used to fill and grout the reinforcement section 112. The anchoring assembly includes multiple anchors, and the multiple anchors correspond one-to-one to the multiple boreholes. The anchors are used to anchor in the anchoring section 111, and the length of the anchors is adapted to the length of the anchoring section 111.

[0037] Specifically, if Figure 1 and Figure 6 As shown, an advance drilling group 1 includes multiple boreholes arranged obliquely along the cross section of the tunnel 100, with their inclination direction forming an angle with the extension direction of the tunnel 100. This arrangement makes the distance between the starting ends of the boreholes smaller than the distance between the ending ends, which helps to form a more extensive support structure at the top of the tunnel 100.

[0038] Fracturing components are used to perform fracturing in the reinforcement section 112 of the borehole, helping to form cracks in the surrounding rock around the borehole, allowing energy-absorbing material to be filled in and increasing the stability of the surrounding rock. Grouting components are used to inject grout into the reinforcement section 112. The grout can fill the borehole and the cracks and voids around the borehole, further improving the stability of the surrounding rock. The anchor can be an anchor cable or an anchor rod, which can be anchored in the anchor section 111 of the borehole. Its length is adapted to the length of the anchor section 111 to ensure the anchoring effect.

[0039] It can be understood that when the advance drilling group 1 is under construction, the type of surrounding rock around the borehole can be determined based on the feed rate of the drill bit of the drilling equipment and the waste discharged from the borehole. That is, according to the different drilling positions (that is, different drilling positions correspond to different surrounding rock types), grouting reinforcement or fracturing and filling with energy-absorbing materials can be carried out accordingly to achieve reinforcement of the borehole or reduce the impact of the surrounding rock stress on the borehole.

[0040] That is, hard rock generally has good self-stabilization capabilities, so a small amount of grouting can be used to reinforce the borehole and enhance its stability. Soft rock is less stable and prone to deformation and cracking. In this case, fracturing can be used to create cracks, which can then be filled with energy-absorbing materials such as polyurethane foam to increase the bearing capacity and stability of the surrounding rock. In fractured areas, the surrounding rock's integrity is poor and prone to collapse. In these cases, high-pressure grouting can be used to leverage the penetration and filling effects of the slurry to improve the integrity of the surrounding rock.

[0041] Therefore, energy-absorbing materials with excellent energy absorption properties should be selected, such as polyurethane foam and foamed cement. These materials deform under pressure, absorbing energy, reducing stress concentration in the surrounding rock and improving its stability. Grouting materials with good permeability and solidification properties, such as cement slurry and chemical slurry, should be selected. These materials can penetrate the cracks and voids in the surrounding rock and, after solidification, improve the integrity and bearing capacity of the surrounding rock.

[0042] It can be understood that the advance drilling group 1 is constructed using drilling equipment, and the advance drilling group 1 can be arranged in appropriate numbers according to the direction and length of the tunnel 100, so that when the tunnel 100 is excavated, the surrounding rock of the tunnel 100 can be effectively supported in advance.

[0043] In other words, the tunnel advance support system of the present invention, through the tilted arrangement of drill holes, forms an "umbrella-shaped" support structure at the top of the tunnel 100, enhancing the support for the surrounding rock at the top. Furthermore, through fracturing and grouting, cracks and voids in the surrounding rock can be effectively filled, enhancing its overall stability and reducing the risk of collapse.

[0044] Therefore, the tunnel advance support system of the embodiment of the present invention improves the stability and safety of the surrounding rock of the tunnel 100.

[0045] In some embodiments, multiple boreholes are divided into a first borehole group 11 and a second borehole group 12, and the first borehole group 11 and the second borehole group 12 are arranged at intervals in the height direction of the tunnel 100, and the inclination angle of the boreholes in the second borehole group 12 is greater than the inclination angle of the boreholes in the first borehole group 11.

[0046] Specifically, if Figure 1-Figure 3 As shown, taking an advanced drilling group 1 as an example, the first drilling group 11 is located below the second drilling group 12. The angle between the extension direction of the first drilling group 11 and the horizontal direction is α, and the angle between the extension direction of the first drilling group 11 and the horizontal direction is β. Since the first drilling group 11 is closer to the roadway 100 than the second drilling group 12, the inclination of the holes drilled by the first drilling group 11 is smaller. Conversely, the inclination angle of the holes drilled by the second drilling group 12 is larger, allowing the holes to be placed deeper into the surrounding rock of the roadway 100.

[0047] like Figure 1 、 Figure 4 and Figure 5 As shown, in the horizontal plane, the extension direction of the borehole is consistent with the extension direction of the tunnel (such as Figure 1 The angle between the front and rear directions in the borehole is γ, which further increases the gap between the starting end and the end of the borehole and improves the subsequent support effect.

[0048] That is, the first drilling group 11 provides basic support through a smaller inclination angle, while the second drilling group 12 provides additional support through a larger inclination angle, which helps to form a more stable support structure at the top of the tunnel 100 and effectively control the deformation and collapse of the surrounding rock.

[0049] Of course, the spacing arrangement of the two sets of boreholes can be in the height direction of the tunnel 100 (such as Figure 1 Multiple support layers are formed in the vertical direction (in the vertical direction), each corresponding to a different surrounding rock depth and properties, thus achieving comprehensive support for the surrounding rock and improving the support effect. By rationally designing the inclination angle and layout of the drill holes, the total length of the drill holes can be reduced while maintaining the support effect, saving construction resources and costs.

[0050] Furthermore, because the two sets of boreholes have different inclination angles, the depth and angle of the boreholes can be adjusted according to the actual surrounding rock conditions and support requirements, enabling customized support measures. This multi-layered support structure effectively disperses the pressure of the surrounding rock, reducing the stress on individual boreholes and enhancing construction safety.

[0051] In some embodiments, in a plane perpendicular to the height direction of the tunnel 100 , two adjacent advanced drilling groups 1 are partially overlapped.

[0052] It is understandable that if Figure 1 and Figure 6 As shown in the figure, a partially overlapping borehole arrangement can increase the density of advance support, thereby providing more dense support points and effectively controlling deformation and collapse of the surrounding rock. The partial overlap of the borehole groups can form a more continuous and complete support structure, enhancing the integrity and stability of the support. Furthermore, a partially overlapping borehole arrangement can better adapt to the heterogeneity and complexity of the surrounding rock, thereby improving the adaptability of the support.

[0053] Therefore, the partially overlapping arrangement of the drilling groups can reduce the total number of drilling holes to a certain extent, thereby improving construction efficiency and shortening the excavation time of the tunnel 100.

[0054] In some embodiments, in an advanced drilling group 1 , the ratio of the area of the region enclosed by the starting end of the drilling hole to the area of the region enclosed by the trailing end of the drilling hole is less than or equal to 1 / 3.

[0055] Specifically, if Figure 1 As shown, the area enclosed by the starting end of the borehole is S1, and the area enclosed by the ending end of the borehole is S2, then, Since the boreholes are arranged at an inclination compared to the horizontal direction and the extension direction of the tunnel 100, the area enclosed by the starting end of the borehole is smaller, and the area enclosed by the ending end is larger. This design helps to form an "inverted cone (umbrella-shaped)" support structure at the top of the tunnel 100, so that the support strength increases with increasing depth, thereby more effectively controlling the deformation and collapse of the surrounding rock.

[0056] It is understandable that if Figure 1 and Figure 6 As shown, since the area enclosed by the starting end of the drilling is much smaller than the area enclosed by the ending end of the drilling, the next advance drilling group 1 in the same extension direction of the advance drilling group 1 can provide sufficient drilling space to avoid interference between the two advance drilling groups 1 in front and behind.

[0057] In some embodiments, the reinforcement section 112 includes at least one fracturing section 1121 and at least one grouting section 1122 , and the number of the fracturing sections 1121 is less than or equal to the number of the grouting sections 1122 , and one of the fracturing sections 1121 and the grouting sections 1122 is connected to the anchoring section 111 .

[0058] It is understood that the fracturing unit 1121 can increase the deformation space of the surrounding rock by forming cracks in the surrounding rock, thereby dissipating the pressure of the surrounding rock and improving the stability of the surrounding rock. The grouting unit 1122 can fill the cracks and voids in the surrounding rock by injecting slurry into the surrounding rock, thereby improving the integrity and bearing capacity of the surrounding rock. The combined use of the fracturing unit 1121 and the grouting unit 1122 can better utilize the grouting effect and improve the stability of the support.

[0059] That is to say, according to the distribution of the types of surrounding rock of the tunnel 100 determined during drilling, the borehole is divided into different reinforcement areas (i.e., the fracturing part 1121 and the grouting part 1122) according to the properties of each type, and reinforcement construction is carried out on the corresponding parts respectively, so as to optimize the support structure, improve the stability of the support, reduce the safety risks in the construction process, and enhance the safety of the construction process.

[0060] It should be noted that the number of fracturing sections 1121 and grouting sections 1122 can be adjusted based on the properties of the surrounding rock and support requirements, thereby optimizing the support structure and improving the support effect. By properly selecting the number of fracturing sections 1121 and grouting sections 1122, construction costs, including the cost of drilling equipment and materials, can be reduced while ensuring the support effect.

[0061] The following describes the advance support method for the tunnel 100 according to an embodiment of the present invention.

[0062] The tunnel 100 advance support method according to an embodiment of the present invention is implemented using the tunnel 100 advance support system according to any one of the above embodiments, and includes the following steps:

[0063] S1. Use drilling equipment to advance drill holes in tunnel 100. It is understood that the direction of the drill holes is inclined relative to the direction of tunnel 100. This provides a foundation for subsequent anchoring and reinforcement operations, and the drilling process also provides a preliminary understanding of the properties of the surrounding rock.

[0064] S2. Determine the distribution of the rock wall types of the tunnel 100 in the direction of the borehole extension based on the feed speed of the drill rig and the waste discharged from the borehole, and determine the distribution of the anchoring section 111 and reinforcement section 112 of the corresponding borehole based on the distribution of the rock wall types. It is understandable that the distribution of the rock wall types of the tunnel 100 in the direction of the borehole extension is analyzed and determined based on the feed speed of the drill rig and the waste discharged from the borehole. Through this step, the physical and mechanical properties of the surrounding rock, such as hardness and degree of crushing, can be determined. Based on the distribution of the rock wall types, determine the distribution of the anchoring section 111 and reinforcement section 112 of the corresponding borehole. For example, set the anchoring section 111 in the surrounding rock area with higher hardness, and set the reinforcement section 112 in the surrounding rock area with crushed or weak properties.

[0065] S3. Perform fracturing, filling, and / or grouting operations on the reinforcement section 112, and perform anchoring operations on the anchoring section 111. It will be appreciated that, based on the preceding steps, the surrounding rock type around the borehole can be determined, and based on the surrounding rock type, the reinforcement section 112 can be divided into a fracturing section 1121 for fracturing and a grouting section 1122 for grouting. Reinforcement operations can then be performed using fracturing, filling, or grouting operations, respectively. Of course, if the surrounding rock type around the borehole is not suitable for fracturing or grouting, no division is required.

[0066] In other words, a fracturing operation is performed on the reinforced section 112, using a fracturing element to fracture a portion of the reinforced section 112, creating cracks that are subsequently filled with energy-absorbing material. The cracks created by the fracturing are then filled with energy-absorbing material, such as polyurethane foam, to increase the deformation space of the surrounding rock and disperse the pressure of the surrounding rock.

[0067] Grouting is performed on the reinforcement section 112. Grouting components are used to inject grout into the reinforcement section 112. The grout can fill the cracks and gaps around the borehole, improving the integrity and bearing capacity of the surrounding rock. Anchoring is performed on the anchoring section 111. Anchoring components are used to anchor the anchoring section 111 to provide additional support.

[0068] S4. Select a second position for the advance drilling near the end of the advance drilling group 1, and perform advance drilling at the second position using a drilling rig.

[0069] It is understood that the second position of the advance drill hole overlaps with the end of the previous advance drill hole. This partially overlapping drill hole arrangement can better adapt to the unevenness and complexity of the surrounding rock, thereby improving the adaptability of the support. This step can further improve the continuity and stability of the support, ensuring the stability of the surrounding rock during the excavation of the tunnel 100.

[0070] In some embodiments, the following steps are further included before step S1: drilling the top rock wall of the tunnel 100 to preliminarily determine the distribution of rock wall types.

[0071] It is understood that before or during the initial stages of tunnel 100 excavation, drilling equipment is used to drill into the rock wall at the top of tunnel 100 to obtain rock wall samples. The obtained rock wall samples are analyzed to determine the physical and mechanical properties of the rock wall, such as hardness, strength, and degree of fracture. Based on the analysis results of the rock wall samples, the distribution of rock wall types is preliminarily determined, including the distribution range and depth of different rock wall types.

[0072] In other words, by drilling and analyzing the rock face at the top of tunnel 100, a preliminary understanding of the surrounding rock properties can be obtained before tunnel 100 is excavated, providing a basis for the subsequent advance support plan. Based on the distribution of rock face types, a more targeted advance support plan can be designed, and appropriate support materials and methods can be selected to ensure effective support. Understanding the surrounding rock properties in advance avoids repeated testing and analysis during tunnel 100 excavation, improving construction efficiency. This advance understanding of the surrounding rock properties allows for better prediction of surrounding rock stability and potential risks, enabling appropriate preventive measures to be taken and reducing construction risks.

[0073] In some embodiments, step S2 further includes: dividing the reinforcement section 112 into a fracturing section 1121 and a grouting section 1122, determining the number and corresponding positions of the fracturing sections 1121 and the grouting sections 1122 according to the distribution of rock wall types in the tunnel 100, and performing fracturing, filling operations or grouting operations respectively.

[0074] It is understood that, based on the distribution of rock wall types in the tunnel 100, the reinforcement section 112 is divided into a fracturing section 1121 and a grouting section 1122. The number of fracturing sections 1121 and grouting sections 1122 is determined. For example, if the surrounding rock is relatively hard, the number of grouting sections 1122 can be increased; if the surrounding rock is relatively fragmented, the number of fracturing sections 1121 can be increased. The corresponding positions of the fracturing sections 1121 and grouting sections 1122 are determined to ensure the proper distribution and effectiveness of the support structure. The fracturing section 1121 is subjected to a fracturing operation to form cracks for subsequent filling with energy-absorbing materials. The cracks formed by fracturing are then filled with energy-absorbing materials, such as polyurethane foam, to increase the deformation space of the surrounding rock and disperse the pressure of the surrounding rock. The grouting section 1122 is subjected to a grouting operation, and slurry is injected into the grouting section 1122 using grouting components. The slurry can fill the cracks and voids around the borehole, improving the integrity and bearing capacity of the surrounding rock.

[0075] That is to say, by dividing the reinforcement section 112 into the fracturing section 1121 and the grouting section 1122, and determining their number and position, a personalized support design can be achieved, and different support measures can be taken according to the different properties of the surrounding rock. The reasonable division and operation of the fracturing section 1121 and the grouting section 1122 can improve the support effect and effectively control the deformation and collapse of the surrounding rock. By dividing the fracturing section 1121 and the grouting section 1122 according to the properties of the surrounding rock, support materials can be used more reasonably to avoid unnecessary waste. Through reasonable operation planning and material use, construction efficiency can be improved and the excavation time of the tunnel 100 can be shortened. By improving the support effect and construction efficiency, the safety risks during the construction process can be reduced.

[0076] In some embodiments, step S3 also includes: opening grouting monitoring holes at corresponding positions of the tunnel 100 excavation working face and the reinforcement section 112, monitoring the grouting pressure and the deformation parameters of the energy-absorbing material in real time, adjusting the fracturing energy and the grouting ratio, and monitoring the compression rate of the energy-absorbing material.

[0077] It is understood that grouting monitoring holes are located at locations corresponding to the tunneling working face and reinforcement section 112 of tunnel 100 to monitor the grouting process in real time. Sensors or other monitoring equipment are used to monitor the grouting pressure and deformation parameters of the energy-absorbing material, such as volume change and density change, in real time. Based on this monitoring data, the fracturing energy and grouting ratio are adjusted to ensure optimal grouting and the effectiveness of the energy-absorbing material. The compressibility of the energy-absorbing material is monitored to assess its energy absorption efficiency and support stability.

[0078] In other words, by opening grouting monitoring holes and monitoring data in real time, it is possible to promptly understand the grouting pressure and the status of the energy-absorbing material, adjust the fracturing energy and grouting ratio, and ensure the support effectiveness. Adjusting the fracturing energy and grouting ratio based on monitoring data can optimize fracturing and grouting operations, improving the stability of the support structure and the bearing capacity of the surrounding rock. Real-time monitoring and adjustment can reduce safety risks during construction and avoid surrounding rock instability and roof collapse accidents caused by improper support. Monitoring the compression rate of the energy-absorbing material can assess its energy absorption effect and support stability, providing a basis for subsequent support design and construction. By optimizing the fracturing energy and grouting ratio, excessive use of grouting materials can be avoided, material utilization can be improved, and construction costs can be reduced.

[0079] In some embodiments, step S4 also includes that within a single advance drilling group 1, the area enclosed by the starting end of the drilling hole is smaller than 1 / 3 of the area enclosed by the ending end of the drilling hole, and the drilling holes of two adjacent advance drilling groups 1 have overlapping areas in the extension direction of the tunnel 100, and the ratio of the length of the overlapping area to the length of one advance drilling group 1 is less than or equal to 1 / 5.

[0080] It is understood that within a single advance drilling group 1, the area enclosed by the starting end of the borehole is ensured to be less than one-third of the area enclosed by the trailing end, forming an "inverted cone" support structure. The boreholes of two adjacent advance drilling groups 1 are designed to overlap in the direction of tunnel 100 to improve support continuity and stability. The length of the overlapping area is controlled, ensuring that its ratio to the length of a single advance drilling group 1 is less than or equal to 1 / 5 to avoid construction complexity and material waste caused by excessive overlap.

[0081] In other words, the area enclosed by the starting point of the drill hole is smaller, while the area enclosed by the trailing point is larger. This "inverted cone" support structure helps improve support stability and load-bearing capacity. The overlapping area design of adjacent drill hole groups can improve support continuity, reduce gaps in the support structure, and enhance the overall support effect. By controlling the length of the overlapping area, the construction process can be simplified, unnecessary drilling and grouting operations can be reduced, and construction efficiency can be improved.

[0082] In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", "clockwise", "counterclockwise", "axial", "radial", "circumferential" and the like to indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as limiting the present invention.

[0083] 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 the technical features being referred to. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "plurality" means at least two, such as two, three, etc., unless otherwise specifically defined.

[0084] In the present invention, unless otherwise specified or limited, the terms "installed," "connected," "connect," "fixed," etc. should be understood in a broad sense. For example, they can refer to fixed connection, detachable connection, or integration; mechanical connection, electrical connection, or communication; direct connection or indirect connection through an intermediate medium; internal communication between two elements or interaction between two elements, unless otherwise specified. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on specific circumstances.

[0085] In the present invention, unless otherwise expressly specified or limited, when a first feature is "above" or "below" a second feature, it may mean that the first and second features are in direct contact, or that the first and second features are in indirect contact through an intermediary. Furthermore, when a first feature is "above," "above," or "above" a second feature, it may mean that the first feature is directly above or diagonally above the second feature, or simply means that the first feature is at a higher level than the second feature. When a first feature is "below," "below," or "below" a second feature, it may mean that the first feature is directly below or diagonally below the second feature, or simply means that the first feature is at a lower level than the second feature.

[0086] In the present invention, the terms "one embodiment", "some embodiments", "examples", "specific examples", or "some examples" mean that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic expressions of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described can be combined in any one or more embodiments or examples in a suitable manner. In addition, those skilled in the art can combine and combine different embodiments or examples described in this specification and the features of different embodiments or examples without contradiction.

[0087] Although the above embodiments have been shown and described, it is understood that the above embodiments are illustrative and are not to be construed as limitations on the present invention. Changes, modifications, substitutions and variations of the above embodiments by those skilled in the art are all within the scope of protection of the present invention.

Claims

1. A tunnel advance support system, characterized in that: include: An advance drilling group, the advance drilling group comprising a plurality of boreholes, the extension direction of the boreholes being arranged obliquely relative to the extension direction of the tunnel, the distance between the starting ends of two adjacent boreholes being smaller than the distance between the trailing ends of two adjacent boreholes, the plurality of advance drilling groups being arranged sequentially along the extension direction of the tunnel, the boreholes comprising an anchoring section and a reinforcement section in the extension direction of the boreholes, the anchoring section being located at the starting end of the borehole; A fracturing and grouting assembly, comprising a fracturing member and a grouting member, wherein the fracturing member is used to perform fracturing on the reinforcement section for filling with energy-absorbing material, and the grouting member is used to perform grouting on the reinforcement section; An anchoring assembly, the anchoring assembly includes a plurality of anchors, the plurality of anchors correspond one to one with the plurality of boreholes, the anchors are used to be anchored in the anchoring section, and the length of the anchors is adapted to the length of the anchoring section.

2. The tunnel advance support system according to claim 1, characterized in that: The multiple drill holes are divided into a first drill hole group and a second drill hole group. The first drill hole group and the second drill hole group are arranged at intervals in the height direction of the tunnel. The inclination angle of the drill holes in the second drill hole group is greater than the inclination angle of the drill holes in the first drill hole group.

3. The tunnel advance support system according to claim 1, characterized in that: In a plane orthogonal to the height direction of the tunnel, two adjacent advance drilling groups are partially overlapped.

4. The tunnel advance support system according to claim 1, characterized in that: In one of the advanced drilling groups, the ratio of the area of the region enclosed by the starting ends of the drilling holes to the area of the region enclosed by the trailing ends of the drilling holes is less than or equal to 1 / 3.

5. The tunnel advance support system according to claim 1, characterized in that: The reinforcement section includes at least one fracturing part and at least one grouting part, and the number of the fracturing parts is less than or equal to the number of the grouting parts. One of the fracturing part and the grouting part is communicated with the anchoring section.

6. A tunnel advance support method, wherein the tunnel advance support method is performed using the tunnel advance support system according to any one of claims 1 to 5, characterized in that: The following steps are involved: S1. Use drilling equipment to advance drill holes in the tunnel; S2. Determine the distribution of the roadway rock wall types in the direction of the borehole extension based on the feed speed of the drilling rig and the waste residue discharged from the borehole, and determine the distribution of the anchoring section and the reinforcement section of the corresponding borehole based on the distribution of the rock wall types; S3. Perform fracturing, filling and / or grouting operations on the reinforcement section, and perform anchoring operations on the anchoring section; S4. Select a second position for the advance drilling near the end of the advance drilling group, and perform advance drilling at the second position using a drilling rig.

7. The tunnel advance support method according to claim 6, characterized in that: Before step S1, the following steps are also included: drilling the rock wall at the top of the tunnel to preliminarily determine the distribution of rock wall types.

8. The tunnel advance support method according to claim 6, characterized in that: In step S2, it also includes: dividing the reinforcement section into a fracturing part and a grouting part, determining the number and corresponding positions of the fracturing parts and grouting parts according to the distribution of the tunnel rock wall types, and performing fracturing, filling operations or grouting operations respectively.

9. The tunnel advance support method according to claim 6, characterized in that: In step S3, it also includes: opening grouting monitoring holes at positions corresponding to the tunnel excavation working face and the reinforcement section, monitoring the grouting pressure and deformation parameters of the energy-absorbing material in real time, adjusting the fracturing energy and grouting ratio, and monitoring the compression rate of the energy-absorbing material.

10. The tunnel advance support method according to claim 6, characterized in that: In step S4, it also includes that within a single advance drilling group, the area enclosed by the starting end of the drilling hole is smaller than 1 / 3 of the area enclosed by the tail end of the drilling hole, the drilling holes of two adjacent advance drilling groups have an overlapping area in the extension direction of the tunnel, and the ratio of the length of the overlapping area to the length of one of the advance drilling groups is less than or equal to 1 / 5.

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