Anchoring device for preventing landslide geological disasters and construction method thereof

Abstract

The invention provides an anchoring device for preventing landslide geological disasters and a construction method thereof, and relates to the field of anchoring devices.The anchoring device is used for solving the problems that an existing anchoring device cannot adjust the length and is poor in applicability, the anchoring device comprises an anchor rod and an auxiliary connecting device, and the auxiliary connecting device comprises a block body and four connecting sets; a plurality of vertical through holes II are uniformly distributed in the block body; the four connecting sets are evenly distributed on the peripheral side of the block body, each connecting set comprises a horizontal rod body and a connecting piece, each horizontal rod body comprises a fixed rod body and a threaded rod body which are integrally formed, the two ends of each fixed rod body are fixed to the block body and the corresponding threaded rod body respectively, and each connecting piece comprises a sleeve body, a connecting base and a connecting frame; the threaded rod body is in threaded connection with first nuts on the two sides of the sleeve body, and the sleeve body is connected with the connecting base through a connecting frame. Multiple bolts I are fixedly arranged at one end of the anchor rod; and the connecting seats corresponding to the adjacent anchor rods are detachably connected. The connecting length between the adjacent anchor rods can be freely adjusted.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of anchoring devices, in particular to an anchoring device for preventing landslide geological disasters and a construction method thereof. BACKGROUND

[0002] As a common and serious geological disaster, landslides are usually caused by factors such as rainfall erosion, waterlogging, ground vibration and human activities, which make the soil on the slope move downward along the weak zone of the slope under the action of its own weight. In order to effectively prevent landslides and ensure the safety and stability of infrastructure, anchoring technology has emerged and is widely used.

[0003] The existing anchoring device for preventing landslides, such as CN120401474A anchoring device for preventing landslide geological disasters, has the following problems: the length of the frame is fixed, and cannot be adjusted according to the application position requirements of the anchor rod in different slopes (the installation spacing requirements of the anchor rod in different slopes and different positions may be different), and the adaptability is poor. SUMMARY

[0004] The present application provides an anchoring device for preventing landslide geological disasters and a construction method thereof to solve the technical problems raised in the background.

[0005] To solve the above technical problems, in a first aspect, the present application discloses an anchoring device for preventing landslide geological disasters, comprising an anchor rod, and further comprising an auxiliary connecting device, the auxiliary connecting device comprising: a plurality of vertical through holes two distributed on the block body; four groups of connecting groups, the four groups of connecting groups being distributed on the circumferential side of the block body, each connecting group comprising a horizontal rod body and a connecting piece, the horizontal rod body comprising an integrally formed fixed rod body and a threaded rod body, one end of the fixed rod body being fixedly connected with the block body, the other end of the fixed rod body being fixedly provided with the threaded rod body, the connecting piece comprising a sleeve, a connecting seat and a connecting frame, the sleeve being sleeved on the threaded rod body, and nuts one being threadedly connected on both sides of the sleeve, the sleeve and the connecting seat being connected through the connecting frame; one end of the anchor rod is fixedly provided with a plurality of bolts one, the plurality of bolts one corresponding to the plurality of vertical through holes two one by one, and the nuts two are connected with the bolts one to connect the anchor rod with the block body; the connecting seats of the connecting groups corresponding to adjacent anchor rods are detachably connected.

[0006] Preferably, a vertical through hole one is arranged at the axis of the block body, a vertical hole is arranged at the axis of the anchor rod, the block body and the anchor rod are coaxially arranged, a plurality of communication holes are arranged on the side wall of the anchor rod, and the communication holes are in communication with the vertical hole.

[0007] Preferably, the fixed rod body and the threaded rod body are coaxially arranged.

[0008] Preferably, the upper end of the connecting seat is fixedly provided with a connecting block away from one side of the block, and a connecting hole is arranged on the connecting block; When the connecting groups corresponding to the adjacent anchor rods are connected, the two adjacent connecting blocks abut against each other, the connecting hole positions on the two adjacent connecting blocks are aligned, the axes coincide, the two bolts pass through the two adjacent connecting holes at the same time and lock the two adjacent connecting blocks, and the connecting seat of the connecting groups corresponding to the adjacent anchor rods is connected.

[0009] In a second aspect, the present application further provides a construction method of an anchoring device for preventing landslide geological disasters, comprising: Step S1: drilling holes on the surface of the current slope according to the anchoring hole arrangement requirements of the current slope to form a plurality of anchoring holes; Step S2: arranging the anchoring device, comprising: Step S21: adjusting the position of the nut one of the auxiliary connecting device according to the spacing between the anchoring holes, and connecting the auxiliary connecting device with the anchor rod to form the anchoring device; Step S22: placing the anchor rod of the anchoring device into the anchoring hole and connecting the connecting groups corresponding to the adjacent anchor rods; Step S23: repeating steps S21-S22 until all the anchor rods are placed into the anchoring holes; Step S3: injecting grout into the anchor rod through the grouting pipe, and the grout enters the anchor rod and the anchoring hole.

[0010] Preferably, before batch grouting of the anchoring holes of the current slope, step S30: a second opening degree determination process corresponding to each depth range is performed; step S30 comprises: Step S301: obtaining a soil depth range-reference grouting pressure range mapping table of the same soil of the soil of the current slope, a soil depth-reference density mapping table, and a grouting depth ratio range-target grouting pressure and grouting final pressure ratio range mapping table; Step S302: obtaining the detected density of different depth ranges of the soil of the current slope, and determining the equivalent density coefficient corresponding to each depth range of the anchoring holes of the current slope and the density gradient coefficient of adjacent depth ranges; Step S303: obtaining the grouting pipe grouting valve opening-grouting pipe outlet pressure fitting curve under the rated grouting pump control parameters determined by the latest grouting system detection cycle; Step S304: determining the first opening degree of the grouting valve corresponding to each depth range of the anchoring holes of the current slope in combination with steps S301 and S302, determining the key parameters corresponding to each depth range of the anchoring holes of the current slope based on the first opening degree through pouring test, and determining the target grouting pressure corresponding to each depth range of the anchoring holes of the current slope in combination with the key parameters corresponding to each depth range of the anchoring holes of the current slope; Step S305: determining that the target grouting pressure corresponding to each depth range of the anchor hole of the current slope is at the second opening degree corresponding to the grouting pipe grouting valve opening-grouting pipe outlet pressure fitting curve; Step S306: controlling the grouting valve to grout the anchor hole of the current slope based on the second opening degree corresponding to each depth range of the anchor hole of the current slope.

[0011] Preferably, the key parameters include a grouting rate state coefficient, a grouting pressure state coefficient, a grouting diffusion radius state coefficient and a bonding strength state coefficient; and step S304 comprises: Step S3041: controlling the grouting valve to grout the anchor hole of the current slope based on the first opening degree of the grouting valve corresponding to each depth range of the anchor hole of the current slope, and determining a grouting time-test grouted amount fitting curve and a grouting time-test grouting pressure fitting curve; Step S3042: determining the grouting rate state coefficient and the grouting pressure state coefficient based on the grouting time-test grouted amount fitting curve and the grouting time-test grouting pressure fitting curve; and determining the grouting diffusion radius state coefficient and the bonding strength state coefficient based on the detection; Step S3043: determining the target grouting pressure corresponding to each depth range of the anchor hole of the current slope based on the grouting rate state coefficient, the grouting pressure state coefficient, the grouting diffusion radius state coefficient and the bonding strength state coefficient.

[0012] Compared with the prior art, the present application has the following beneficial effects: 1. In the present application, adjacent anchor rods can be connected through the connection holes on the connecting block and the bolts II, realizing the detachable connection between the connecting seats of the connection groups. This connection method is no longer restricted by the fixed frame, and the construction personnel can freely adjust the connection length between adjacent anchor rods according to the topographic features of the actual slope, anchor rod layout planning, etc. Whether in the area with large slope gradient changes or in the scene with different slope requirements for anchor rod spacing, this flexible connection structure can accurately adapt to the anchor rod installation spacing requirements, greatly expanding the application range of the device and effectively solving the poor applicability problem of the existing device. 2. The anchor rod side wall is arranged with a plurality of communication holes, which are in communication with the vertical hole at the anchor rod axis center, and the block body is also provided with a vertical communication hole I. During grouting operation, the slurry can be more fully and uniformly diffused to the pore, fissure and other areas inside the slope through the vertical hole and the communication hole. Compared with the traditional device, this structure design can make the coverage range of the slurry wider and the penetration deeper, thereby significantly enhancing the bonding strength and friction between the anchor rod and the slope, making the anchor rod and the slope form a more stable whole, and further improving the effect of landslide prevention, providing more reliable protection for the stability of the slope. 3. The horizontal rod body in the anchoring device adopts an integrally formed fixed rod body and a threaded rod body, ensuring the structural strength and stability of the horizontal rod body. The sleeve body is sleeved on the threaded rod body and fixed through the two side nuts, and this connection mode is not only stable, but also can adjust the position of the sleeve body within a certain range, thereby adjusting the position of the connecting seat, providing convenience for the adjustment of the anchor rod spacing. In addition, the anchor rod and the block are connected through the bolt one and the nut two, and the adjacent connecting seats are connected through the bolt two and the connecting hole, and these connection modes are convenient for installation and disassembly, reducing the construction difficulty and improving the construction efficiency; 4. A vertical hole one is arranged at the axis of the block, a vertical hole is arranged at the axis of the anchor rod, and the block and the anchor rod are coaxially arranged; the fixed rod body and the threaded rod body are also coaxially arranged. This coaxial design enables the force to be uniformly transmitted along the axial direction when the device is under stress, avoiding the problem of local stress concentration caused by uneven stress, further enhancing the overall stability and reliability of the device, and ensuring that the anchoring device can continuously and effectively play a role under the action of landslide thrust; 5. In step S2, the position of the nut one of the auxiliary connecting device can be adjusted according to the anchor rod hole spacing, thereby adjusting the relevant structural dimensions of the auxiliary connecting device, so that the anchoring device can adapt to the requirements of different slopes for anchor rod spacing, breaking through the limitation of fixed device size and insufficient flexibility in traditional construction methods, and improving the applicability of construction; 6. By connecting the auxiliary connecting device with the anchor rod to form the anchoring device, the anchor rod of the anchoring device is placed into the anchor rod hole and connected with the corresponding connecting group of adjacent anchor rods to form an overall stable anchoring protection system. The operation is simple, without complex construction process and large equipment, which is convenient for construction personnel to quickly carry out work, can effectively improve the construction efficiency, and shorten the construction period. BRIEF DESCRIPTION OF DRAWINGS

[0013] The accompanying drawings are included to provide a further understanding of the present application, and constitute a part of the specification, together with the embodiments of the present application, to explain the present application, and do not constitute a limitation on the present application. In the drawings: Figure 1 is a structural exploded view of the present application; Figure 2 is Figure 1 is an enlarged view of position A in FIG.

[0014] In the figure: 1, anchor rod; 11, vertical hole; 12, communication hole; 2, block; 21, vertical hole two; 22, vertical hole one; 3, connecting group; 31, horizontal rod body; 311, fixed rod body; 312, threaded rod body; 32, connecting piece; 321, sleeve body; 322, connecting seat; 3221, connecting block; 3222, connecting hole; 323, connecting frame; 33, nut one; 4, bolt one. DETAILED DESCRIPTION

[0015] The preferred embodiments of the present application will be described below with reference to the drawings, and it should be understood that the preferred embodiments described herein are merely intended to illustrate and explain the present application, and are not intended to limit the present application.

[0016] In addition, the description such as "first", "second" and the like in the present application is only for the purpose of description, and does not mean to particularly indicate the order or sequence, nor to limit the present application, which is merely to distinguish the components or operations described by the same technical terms, and cannot be understood as indicating or implying the relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first", "second" can explicitly or implicitly include at least one of the features. In addition, the technical solutions and technical features of various embodiments can be combined with each other, but it must be based on the realization of the ordinary skilled in the art, and when the combination of technical solutions is contradictory or unachievable, it should be considered that the combination of technical solutions does not exist, nor within the protection scope required by the present application. Embodiment 1

[0017] The present embodiment provides an anchoring device for preventing landslide geological disasters, as shown in Figure 1 and Figure 2 The anchoring device comprises an anchor rod 1, and further comprises an auxiliary connecting device, the auxiliary connecting device comprises: a block body 2, the block body 2 is uniformly provided with a plurality of vertical through holes two 21; four groups of connecting groups 3, the four groups of connecting groups 3 are uniformly distributed on the side of the block body 2, the connecting group 3 comprises a horizontal rod body 31 and a connecting piece 32, the horizontal rod body 31 comprises an integrally formed fixed rod body 311 and a threaded rod body 312, one end of the fixed rod body 311 is fixedly connected with the block body 2, the other end of the fixed rod body 311 is fixedly provided with the threaded rod body 312, the connecting piece 32 comprises a sleeve 321, a connecting seat 322 and a connecting frame 323, the sleeve 321 is sleeved on the threaded rod body 312, and nuts one 33 are threadedly connected on both sides of the sleeve 321 on the threaded rod body 312, and the sleeve 321 and the connecting seat 322 are connected through the connecting frame 323; a plurality of bolts one 4 are fixedly arranged at one end of the anchor rod 1, the plurality of bolts one 4 correspond to the plurality of vertical through holes two 21 one by one, and nuts two are connected with the bolts one 4 to connect the anchor rod 1 with the block body 2; The connecting seats 322 of the connecting groups 3 corresponding to the adjacent anchor rods 1 are detachably connected, which can be connected by the following bolts two, or can be connected by clamping or existing detachable connection mode.

[0018] Among them, the vertical through hole one 22 is arranged at the axis of the block body 2, the vertical hole 11 is arranged at the axis of the anchor rod 1, and the block body 2 and the anchor rod 1 are coaxially arranged.

[0019] Among them, the fixed rod body 311 and the threaded rod body 312 are coaxially arranged.

[0020] The upper end of the connecting seat 322 is fixedly provided with a connecting block 3221 away from one side of the block 2, and a connecting hole 3222 is arranged on the connecting block 3221; when the connecting groups 3 corresponding to the adjacent anchor rods 1 are connected, the two adjacent connecting blocks 3221 abut against each other, the connecting holes 3222 on the two adjacent connecting blocks 3221 are aligned, the axes are coincident, the bolt two simultaneously penetrates through the two adjacent connecting holes 3222 and locks the two adjacent connecting blocks 3221, and the detachable connection of the connecting groups 3 corresponding to the adjacent anchor rods 1 is realized.

[0021] The side wall of the anchor rod 1 is arranged with a plurality of communication holes 12, and the communication holes 12 are communicated with the vertical holes 11.

[0022] The application also provides a construction method of the anchoring device for preventing landslide geological disasters, comprising: Step S1: drilling holes on the surface of the current slope according to the anchoring hole arrangement requirements of the current slope to form a plurality of anchoring holes; Step S2: arranging the anchoring device, comprising: Step S21: adjusting the position of the nut one 33 of the auxiliary connecting device according to the spacing of the anchoring holes, and connecting the auxiliary connecting device with the anchor rod 1 to form the anchoring device; Step S22: placing the anchor rod 1 of the anchoring device into the anchoring hole and connecting the connecting groups 3 corresponding to the adjacent anchor rods 1; Step S23: repeating steps S21-S22 until all the anchor rods 1 are placed into the anchoring holes; Step S3: injecting grout into the anchor rod 1 through the grouting pipe, and the grout enters the anchor rod 1 and the anchoring hole.

[0023] In the application, the adjacent anchor rods 1 can be connected through the bolt two and the connecting hole 3222 on the connecting block 3221 to realize the detachable connection between the connecting seats 322 of the connecting groups 3. This connection mode is no longer restricted by the fixed frame, and the construction personnel can freely adjust the connection length between the adjacent anchor rods 1 according to the topographic features of the actual slope, the anchoring rod 1 arrangement plan and the like. Whether in the area where the slope gradient changes greatly or in the scene where different slopes have different requirements for the spacing of the anchor rods 1, the flexible connecting structure can accurately adapt to the installation spacing requirements of the anchor rods 1, greatly expands the application range of the device, and effectively solves the problem of poor applicability of the existing device.

[0024] The anchor rod 1 is provided with a plurality of communication holes 12 on the side wall, and the communication holes 12 are communicated with the vertical hole 11 at the axis of the anchor rod 1, and the block 2 is also provided with a vertical communication hole 22. When the grouting operation is performed, the slurry can be diffused more fully and uniformly from the inside of the anchor rod 1 to the pores, cracks and other areas inside the slope through the vertical hole 11 and the communication hole 12. Compared with the traditional device, the structure design can make the coverage of the slurry wider and the penetration deeper, thereby significantly enhancing the bonding force and friction force between the anchor rod 1 and the slope, making the anchor rod 1 and the slope form a more stable whole, and further improving the effect of landslide prevention and providing a more reliable guarantee for the stability of the slope.

[0025] The horizontal rod body 31 in the device adopts an integral fixed rod body 311 and a threaded rod body 312, which ensures the structural strength and stability of the horizontal rod body 31. The sleeve body 321 is sleeved on the threaded rod body 312 and is limited and fixed by the two side nuts 33. This connection mode is not only stable, but also can adjust the position of the sleeve body 321 within a certain range, thereby adjusting the position of the connecting seat 322, which provides convenience for the adjustment of the distance between the anchor rods 1. In addition, the anchor rod 1 and the block 2 are connected by the bolt 1 and the nut 2, and the adjacent connecting seats 322 are connected by the bolt 2 and the connecting hole 3222. These connection modes are convenient for installation and disassembly, reduce the construction difficulty, and improve the construction efficiency.

[0026] The vertical communication hole 22 is arranged at the axis of the block 2, the vertical hole 11 is arranged at the axis of the anchor rod 1, and the block 2 and the anchor rod 1 are coaxially arranged; the fixed rod body 311 and the threaded rod body 312 are also coaxially arranged. This coaxial design enables the force to be uniformly transmitted along the axis direction when the device is under stress, avoiding the problem of local stress concentration caused by uneven stress, and further enhancing the overall stability and reliability of the device, ensuring that the anchoring device can continuously and effectively play a role under the action of landslide thrust.

[0027] In step S2, the position of the nut 33 of the auxiliary connecting device can be adjusted according to the anchor rod hole distance, so as to adjust the related structure size of the auxiliary connecting device, so that the anchoring device can adapt to the requirements of different slopes for the distance between the anchor rods 1, breaking through the limitation of fixed device size and insufficient flexibility in the traditional construction method, and improving the applicability of construction.

[0028] The auxiliary connecting device is connected with the anchor rod 1 to form an anchoring device, and the anchor rod 1 of the anchoring device is placed into the anchor rod hole and connected with the corresponding connecting group 3 of the adjacent anchor rod 1. These steps are simple to operate, do not require complex construction process and large equipment, are convenient for construction personnel to quickly carry out work, can effectively improve the construction efficiency, and shorten the construction period. Embodiment 2

[0029] On the basis of embodiment 1, before the current slope anchor hole batch grouting, this embodiment first carries out step S30: each depth range corresponding second opening degree determination process; Step S30 includes: Step S301: obtaining the soil depth range-reference grouting pressure range mapping table, soil depth-reference density mapping table, grouting depth ratio range-grouting pressure and target ratio range of final grouting pressure mapping table corresponding to the same soil of the soil of the current slope; Step S302: obtaining the detection density of different depth ranges of the soil of the current slope, and determining the equivalent density coefficient of each depth range of the anchor hole of the current slope and the density gradient coefficient of the adjacent depth range; Step S303: obtaining the grouting pipe grouting valve opening-grouting pipe outlet pressure fitting curve under the rated grouting pump control parameter of the current grout determined by the latest grouting system detection cycle; Step S304: combining step S301, step S302 to determine the first opening degree of the grouting valve corresponding to each depth range of the anchor hole of the current slope, and based on the first opening degree, determining the key parameters corresponding to each depth range of the anchor hole of the current slope through pouring test, and combining the key parameters corresponding to each depth range of the anchor hole of the current slope to determine the target grouting pressure corresponding to each depth range of the anchor hole of the current slope; Step S305: determining the target grouting pressure corresponding to each depth range of the anchor hole of the current slope in the grouting pipe grouting valve opening-grouting pipe outlet pressure fitting curve corresponding to the second opening degree; Step S306: based on the second opening degree corresponding to each depth range of the anchor hole of the current slope, controlling the grouting valve to grout the anchor hole of the current slope.

[0030] The key parameters include grouting rate state coefficient, grouting pressure state coefficient, grouting diffusion radius state coefficient and bonding strength state coefficient; Step S304 includes: Step S3041: based on the first opening degree of the grouting valve corresponding to each depth range of the anchor hole of the current slope, controlling the grouting valve to grout the anchor hole of the current slope for grouting test, and determining the grouting time-test grouting amount fitting curve and the grouting time-test grouting pressure fitting curve; Step S3042: based on the grouting time-test grouting amount fitting curve and the grouting time-test grouting pressure fitting curve, determining the grouting rate state coefficient and the grouting pressure state coefficient; And based on the detection, determining the grouting diffusion radius state coefficient and the bonding strength state coefficient; Step S3043: based on the grouting rate state coefficient, the grouting pressure state coefficient, the grouting diffusion radius state coefficient and the bonding strength state coefficient, determining the target grouting pressure corresponding to each depth range of the anchor hole of the current slope.

[0031] Specifically, the same soil refers to the soil with high similarity in mineral composition, particle size distribution, and physical and mechanical properties (such as density, water content, compressibility, shear strength, etc.). For example, if both are silty clay and their natural water content, liquid-plastic limit, and compression modulus are in the same range, they can be determined as the same soil.

[0032] In the soil depth range-reference grouting pressure range mapping table, the soil depth range refers to the depth interval (such as 5-10 m, 10-15 m, etc.) covered by the grout during the grouting operation of the anchor rod 1; the reference grouting pressure range refers to the grouting pressure interval (such as 0.5-1.0 MPa, 1.0-1.5 MPa, etc.) that can ensure the grouting effect (such as uniform grout diffusion and firm bonding with the soil) in the corresponding soil depth range for the same soil.

[0033] In the soil depth-reference density mapping table, the reference density refers to the density index that can reflect the stable state of the soil at the corresponding soil depth range for the same soil, which is determined by a large number of engineering statistics or tests.

[0034] In the grouting depth ratio range-target ratio range of grouting pressure and grouting final pressure mapping table, the grouting depth ratio refers to the ratio (dimensionless, such as 0.3, 0.5, 0.8, etc.) of the actual grouting depth (soil depth) to the total length of the anchor rod hole; the target ratio range of grouting pressure and grouting final pressure refers to the ratio interval (dimensionless, such as 0.6-0.8, 0.7-0.9, etc.) of the “real-time grouting pressure” to the “grouting final pressure” during the grouting process in the corresponding grouting depth ratio range for the same soil, which is used to judge the rationality of the grouting process.

[0035] The above mapping table can be obtained by screening historical projects of the same soil from the engineering database, extracting grouting and density data to generate the mapping table, referring to the recommended parameters in the geotechnical engineering specifications and technical manuals, and combining with experience for refinement. The mapping table can be dynamically updated according to the actual application process.

[0036] The equivalent density coefficient corresponding to the current depth range of the current slope is: the detected density of the soil in the current depth range of the current slope ÷ the reference density of the soil in the current depth range of the current slope.

[0037] The density gradient coefficient of the i+1th depth range and the i th depth range is: The density gradient coefficient of the i+1th depth range and the i th depth range is:

[0038] The inspection cycle refers to the time interval for periodically calibrating parameters and testing the performance of the grouting system (including grouting pipes, grouting valves, grouting pumps, etc.). In scenarios involving long-term use of grouting pipes, the inspection cycle needs to be determined based on the pipe wear rate, grout characteristics (such as corrosivity and particle content), and the importance of the project. For example, a grouting system inspection may be performed before grouting each slope based on the current grout, and multiple inspections may be performed throughout the entire grouting process for each slope. Grouting pump control parameters include rated speed and power.

[0039] Combining steps S301 and S302, determine the first opening degree of the grouting valve corresponding to each depth range of the anchor holes on the current slope, specifically as follows: Based on the “Soil Depth Range - Benchmark Grouting Pressure Range Mapping Table” in step S301, and combined with the current soil depth range (i.e. grouting depth range) of the slope anchor hole, extract the corresponding benchmark grouting pressure range. Combining the equivalent compaction coefficient and compaction gradient coefficient obtained in step S302, the test grouting pressure is determined from the reference grouting pressure range. The opening degree corresponding to the fitting curve of the grouting valve opening degree and grouting pipe outlet pressure in the latest grouting system detection cycle is the first opening degree. ; in, The test grouting pressure for the i-th depth range of the anchor holes on the current slope; It is the median of the reference grouting pressure range corresponding to the i-th depth range of the anchor bolt holes on the current slope; The equivalent compaction coefficient corresponding to the i-th depth range of the anchor holes of the current slope determined in step S302; The compaction gradient coefficients for the (i+1)th depth range and the ith depth range of the anchor holes in the current slope, as determined in step S302. This is the median of the target ratio range of grouting pressure to final grouting pressure corresponding to the i-th depth range of the anchor bolt holes on the current slope (determined based on the mapping table of grouting depth ratio range - target ratio range of grouting pressure to final grouting pressure). This is the ratio of the baseline grouting pressure to the target final grouting pressure for the i-th depth range of the anchor bolt holes on the current slope. , , These are the pressure correction coefficients corresponding to the equivalent compaction coefficient, the pressure correction coefficients corresponding to the compaction gradient coefficient, and the pressure correction coefficients corresponding to the target ratio of grouting pressure to final grouting pressure, respectively. The correction coefficient can be obtained by adjusting the empirical data of pressure of similar grouting projects, or by conducting grouting tests of control variables in typical areas on site, or by using geotechnical numerical simulation software to simulate the grouting process under different working conditions (such as different equivalent compaction coefficients, compaction gradient coefficients, and ratios of grouting pressure to final pressure target), and analyzing the pressure variation law.

[0040] In the embodiment, step S3042: based on the grouting time-test grouted amount fitting curve and the grouting time-test grouting pressure fitting curve, the grouting rate state coefficient and the grouting pressure state coefficient are determined, which are specifically: The corresponding grouting rate state coefficient of the i-th depth range of the anchor hole of the current slope is determined as: ; wherein, is the grouting rate state coefficient of the i-th depth range of the anchor hole of the current slope; is the average grouting rate of the i-th depth range of the anchor hole of the current slope (based on the grouting time-test grouted amount fitting curve; unit: m³ / h); is the ideal grouting rate of the i-th depth range of the anchor hole of the current slope; The corresponding grouting pressure state coefficient of the i-th depth range of the anchor hole of the current slope is determined as: ; wherein, is the grouting pressure state coefficient of the i-th depth range of the anchor hole of the current slope; is the average grouting pressure of the i-th depth range of the anchor hole of the current slope (determined based on the grouting time-test grouting pressure); is the median value of the reference grouting pressure range corresponding to the i-th depth range of the anchor hole of the current slope; The grouting diffusion radius state coefficient and the bond strength state coefficient are determined as follows: The grouting diffusion radius state coefficient b: The actual diffusion range of the grouting material in the anchor hole is monitored by using drilling peep, radar detection and other technical means, so as to obtain the measured values of the grouting diffusion radius under different grouting pressures and grouting times; the measured value of the grouting diffusion radius is compared with the designed value of the grouting diffusion radius, and the ratio of the measured value to the designed value is calculated, which is the grouting diffusion radius state coefficient b.

[0041] The bond strength state coefficient h: The actual bond strength is tested after the casting test; the actual bond strength data is compared with the standard value of the bond strength required by the design, and the ratio of the actual bond strength to the standard value is calculated. This ratio is the bond strength state coefficient h.

[0042] The target grouting pressure corresponding to the i-th depth range of the anchor bolt holes on the current slope is: ; The target grouting pressure for the i-th depth range of the anchor holes on the current slope; The test grouting pressure for the i-th depth range of the anchor holes on the current slope; , These are the correction coefficients for the test grouting rate corresponding to the target grouting pressure (ranging from 0.3 to 0.7, determined by the soil permeability, with higher values ​​for higher permeability) and the correction coefficients for the test grouting pressure corresponding to the target grouting pressure (ranging from 0.2 to 0.5, determined by the grout consistency, with higher values ​​for higher consistency); m and n are the adjustment indices corresponding to the grouting diffusion radius state coefficient and the bond strength state coefficient, respectively.

[0043] The adjustment index *m* corresponding to the grout diffusion radius state coefficient is determined based on the deviation between the measured and design values ​​of the grout diffusion radius. Specifically, it can be obtained through grouting tests, comparing the actual results of the grout diffusion radius under different working conditions with the design requirements, and fitting the results with engineering experience or small-scale test data. The value range is typically between 0.3 and 0.8. When the measured grout diffusion radius is much smaller than the design value, a larger value of *m* (e.g., 0.6–0.8) is used to enhance the adjustment of the grouting pressure; when the measured value is close to the design value, a smaller value of *m* (e.g., 0.3–0.5) is used.

[0044] The adjustment index 'n' corresponding to the bond strength state coefficient is determined based on the difference between the measured bond strength value and the design standard value. Specifically, it can be determined through indoor bond strength testing or on-site sampling and testing, combined with engineering analogy. The value range is generally between 0.4 and 0.9. If the measured bond strength value is significantly lower than the design standard value, a larger value for 'n' (e.g., 0.7–0.9) is used to increase the adjustment of the grouting pressure; if the measured value is close to the design value, a smaller value for 'n' (e.g., 0.4–0.6) is used.

[0045] By acquiring various mapping tables, detecting density, and combining the grouting valve opening-outlet pressure fitting curve, the target grouting pressure and grouting valve opening corresponding to each depth range can be accurately determined. This ensures that soil at different depths receives appropriate grouting pressure during the grouting process, guaranteeing that the grouting material fully fills the voids in the soil around the anchor bolt holes, effectively improving soil density, enhancing slope stability, and avoiding insufficient or excessive grouting due to improper grouting pressure, thus ensuring grouting quality.

[0046] Before batch grouting, a second opening determination process is carried out to clarify the grouting parameters for each depth range in advance. Subsequently, the grouting valve can be directly controlled for grouting based on the second opening, eliminating the need to repeatedly adjust parameters during batch grouting. This greatly improves the efficiency of grouting operations, saves construction time, and is suitable for large-scale slope anchor hole grouting projects.

[0047] By comprehensively considering key parameters such as grouting rate state coefficient, grouting pressure state coefficient, grouting diffusion radius state coefficient, and bond strength state coefficient, which reflect the grouting process and effect from different dimensions, the grouting scheme can be adapted to complex situations with different soil properties and depth ranges through the synergistic analysis and utilization of multiple parameters. This improves the versatility and adaptability of the scheme, enabling its application in various slope engineering scenarios.

[0048] By employing multiple testing methods (such as testing soil compaction and determining key parameters) and curve fitting calculations (such as the curve fitting between grouting pipe valve opening and grouting pipe outlet pressure, and the curve fitting between grouting time and the amount of grout already injected), the actual test data is combined with theoretical fitting, making the determination of grouting parameters more scientific and reliable. This reduces errors caused by empirical judgments and provides grouting construction with more solid theoretical and data support, thereby improving the practical application effect of anchoring devices used to prevent landslide geological disasters.

[0049] Obviously, those skilled in the art can make various modifications and variations to this invention without departing from its spirit and scope. Therefore, if these modifications and variations fall within the scope of the claims of this invention and their equivalents, this invention also intends to include these modifications and variations.

Claims

1. An anchoring device for preventing landslide geological hazards, comprising an anchor rod (1), characterized in that: It also includes an auxiliary connection device, which includes: Block (2), with several vertical through holes (21) evenly distributed on block (2); Four sets of connection groups (3) are evenly distributed around the block (2). The connection group (3) includes: a horizontal rod (31) and a connector (32). The horizontal rod (31) includes an integrally formed fixed rod (311) and a threaded rod (312). One end of the fixed rod (311) is fixedly connected to the block (2), and the other end of the fixed rod (311) is fixedly provided with the threaded rod (312). The connector (32) includes a sleeve (321), a connecting seat (322), and a connecting frame (323). The sleeve (321) is sleeved on the threaded rod (312), and nuts (33) are threadedly connected to the threaded rod (312) on both sides of the sleeve (321). The sleeve (321) and the connecting seat (322) are connected by the connecting frame (323). One end of the anchor rod (1) is fixed with several bolts (4), and the bolts (4) correspond one-to-one with several vertical through holes (21). Nuts (2) are connected to bolts (4) to connect the anchor rod (1) to the block (2). The connecting seat (322) of the connecting group (3) corresponding to the adjacent anchor (1) is detachably connected.

2. The anchoring device for preventing landslide geological hazards according to claim 1, characterized in that: A vertical through hole (22) is provided at the center of the block (2), and a vertical hole (11) is provided at the center of the anchor rod (1). The block (2) and the anchor rod (1) are coaxially arranged. Several connecting holes (12) are arranged on the side wall of the anchor rod (1), and the connecting holes (12) are connected to the vertical holes (11).

3. The anchoring device for preventing landslide geological hazards according to claim 1, characterized in that: The fixed rod (311) and the threaded rod (312) are coaxially arranged.

4. The anchoring device for preventing landslide geological hazards according to claim 1, characterized in that: A connecting block (3221) is fixedly installed on the side of the upper end of the connecting seat (322) away from the block (2), and a connecting hole (3222) is provided on the connecting block (3221); When the connecting groups (3) corresponding to adjacent anchor rods (1) are connected, the two adjacent connecting blocks (3221) abut against each other, the connecting holes (3222) on the two adjacent connecting blocks (3221) are aligned, the axes coincide, and the bolts pass through the two adjacent connecting holes (3222) at the same time and lock the two adjacent connecting blocks (3221) to realize the connection of the connecting seats (322) of the connecting groups (3) corresponding to adjacent anchor rods (1).

5. A construction method for an anchoring device for preventing landslide geological hazards according to any one of claims 1-4, characterized in that, include: Step S1: Drill holes on the surface of the current slope to form multiple anchor holes according to the current anchor hole layout requirements; Step S2: Arrange the anchoring device, which includes: Step S21: Adjust the position of nut 1 (33) of the auxiliary connection device according to the spacing of the anchor bolt holes, and connect the auxiliary connection device to the anchor bolt (1) to form an anchoring device; Step S22: Insert the anchor rod (1) of the anchoring device into the anchor rod hole and connect the corresponding connecting group (3) of the adjacent anchor rod (1); Step S23: Repeat steps S21-S22 until all anchor bolts (1) are inserted into the anchor bolt holes; Step S3: Grout is injected into the anchor rod (1) through the grouting pipe, and the grout enters the anchor rod (1) and the anchor rod hole.

6. A construction method for an anchoring device for preventing landslide geological hazards according to claim 5, characterized in that, Before batch grouting the anchor holes on the current slope, step S30 is performed: determining the second opening for each depth range; step S30 includes: Step S301: Obtain the following mapping tables for the same type of soil on the current slope: soil depth range - benchmark grouting pressure range, soil depth - benchmark compaction, and grouting depth ratio range - target ratio range of grouting pressure and final grouting pressure. Step S302: Obtain the detected compaction of the soil at different depths of the current slope, and determine the equivalent compaction coefficient and the compaction gradient coefficient of adjacent depths for each depth range of the anchor holes of the current slope. Step S303: Obtain the fitting curve of grouting pipe valve opening degree - grouting pipe outlet pressure under the rated grouting pump control parameters for the current type of grout determined by the latest grouting system detection cycle; Step S304: Combine steps S301 and S302 to determine the first opening degree of the grouting valve corresponding to each depth range of the anchor bolt holes of the current slope, and determine the key parameters corresponding to each depth range of the anchor bolt holes of the current slope through a pouring test based on the first opening degree, and determine the target grouting pressure corresponding to each depth range of the anchor bolt holes of the current slope in combination with the key parameters corresponding to each depth range of the anchor bolt holes of the current slope. Step S305: Determine the second opening of the target grouting pressure corresponding to each depth range of the anchor holes on the current slope, which corresponds to the fitting curve of the grouting valve opening and the outlet pressure of the grouting pipe. Step S306: Based on the second opening degree corresponding to each depth range of the anchor holes of the current slope, control the grouting valve to grout the anchor holes of the current slope.

7. A construction method for an anchoring device for preventing landslide geological hazards according to claim 6, characterized in that, Key parameters include grouting rate state coefficient, grouting pressure state coefficient, grouting diffusion radius state coefficient, and bond strength state coefficient; step S304 includes: Step S3041: Based on the first opening degree of the grouting valve corresponding to each depth range of the anchor holes of the current slope, control the grouting valve to perform grouting test on the anchor holes of the current slope, and determine the fitting curve of grouting time-test grouting volume and the fitting curve of grouting time-test grouting pressure. Step S3042: Based on the fitting curve of grouting time-tested grouting volume and the fitting curve of grouting time-tested grouting pressure, determine the grouting rate state coefficient and the grouting pressure state coefficient; The grout diffusion radius state coefficient and bond strength state coefficient were determined based on the detection results. Step S3043: Determine the target grouting pressure for each depth range of the anchor holes on the current slope based on the grouting rate state coefficient, grouting pressure state coefficient, grouting diffusion radius state coefficient, and bond strength state coefficient.

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