A construction method for an anchoring device to prevent landslide geological hazards.

Abstract

This invention provides an anchoring device and its construction method for preventing landslide geological hazards, relating to the field of anchoring devices. It addresses the problems of existing anchoring devices having limited length adjustment and poor applicability. The anchoring device of this application includes an anchor rod and an auxiliary connecting device. The auxiliary connecting device includes a block and four sets of connecting groups. The block has several vertical through holes evenly distributed around it. The four sets of connecting groups are evenly distributed around the block. Each connecting group includes a horizontal rod and connecting components. The horizontal rod includes an integrally formed fixed rod and a threaded rod. The two ends of the fixed rod are fixed to the block and the threaded rod, respectively. The connecting component includes a sleeve, a connecting seat, and a connecting frame. The sleeve is fitted onto the threaded rod, and a nut is threaded onto both sides of the sleeve on the threaded rod. The sleeve and the connecting seat are connected by the connecting frame. Several bolts are fixedly installed at one end of the anchor rod. The connecting seats corresponding to adjacent anchor rods are detachably connected. This invention allows for free adjustment of the connection length between adjacent anchor rods.

Description

Technical Field

[0001] This invention relates to the field of anchoring device technology, specifically to an anchoring device and its construction method for preventing landslide geological disasters. Background Technology

[0002] Landslides, a common and serious geological hazard, are typically caused by factors such as rainfall erosion, water inundation, ground vibration, and human activities, which cause soil clumps on slopes to move downwards along the vulnerable zones of the slope under their own weight. To effectively prevent landslides and ensure the safety and stability of infrastructure, anchoring technology has emerged and is widely used.

[0003] Existing anchoring devices for preventing landslides, such as CN120401474A, have the following problems: the frame length is fixed, and the length cannot be adjusted according to the application requirements of the anchor rods on different slopes (the required anchor rod installation spacing may vary on different slopes and at different locations), resulting in poor applicability. Summary of the Invention

[0004] This invention provides an anchoring device and its construction method for preventing landslide geological disasters, thereby solving the technical problems mentioned in the background art.

[0005] To address the aforementioned technical problems, in a first aspect, the present invention discloses an anchoring device for preventing landslide geological hazards, comprising an anchor rod and an auxiliary connecting device, the auxiliary connecting device comprising:

[0006] A block, with several vertical through holes evenly distributed throughout it;

[0007] Four sets of connection groups are evenly distributed around the periphery of the block. Each connection group includes a horizontal rod and a connector. The horizontal rod includes an integrally formed fixed rod and a threaded rod. One end of the fixed rod is fixedly connected to the block, and the other end of the fixed rod is fixedly provided with a threaded rod. The connector includes a sleeve, a connecting seat, and a connecting frame. The sleeve is fitted onto the threaded rod, and a nut is threadedly connected to each side of the sleeve on the threaded rod. The sleeve and the connecting seat are connected by the connecting frame.

[0008] A plurality of bolts are fixedly installed at one end of the anchor rod, and the plurality of bolts correspond one-to-one with a plurality of vertical through holes. Nuts are connected to bolts to connect the anchor rod to the block.

[0009] The connecting seats of the corresponding connecting groups of adjacent anchor bolts can be detachably connected.

[0010] Preferably, a vertical through hole is provided at the center of the block, a vertical hole is provided at the center of the anchor rod, the block and the anchor rod are coaxially arranged, and a plurality of connecting holes are arranged on the side wall of the anchor rod, the connecting holes communicating with the vertical hole.

[0011] Preferably, the fixed rod and the threaded rod are coaxially arranged.

[0012] Preferably, a connecting block is fixedly installed on the upper end of the connecting seat away from the block, and a connecting hole is provided on the connecting block;

[0013] When the connecting groups corresponding to adjacent anchor rods are connected, the two adjacent connecting blocks abut against each other, the connecting holes on the two adjacent connecting blocks are aligned, the axes coincide, and the bolts pass through the two adjacent connecting holes at the same time and lock the two adjacent connecting blocks, thereby realizing the connection of the connecting seats of the connecting groups corresponding to adjacent anchor rods.

[0014] Secondly, the present invention also provides a construction method for an anchoring device for preventing landslide geological hazards, comprising:

[0015] Step S1: Drill holes on the surface of the current slope to form multiple anchor holes according to the current anchor hole layout requirements;

[0016] Step S2: Arrange the anchoring device, which includes:

[0017] Step S21: Adjust the position of the nut of the auxiliary connecting device according to the spacing of the anchor bolt holes, and connect the auxiliary connecting device to the anchor bolt to form an anchoring device;

[0018] Step S22: Insert the anchor rod of the anchoring device into the anchor rod hole and connect the corresponding connection group of the adjacent anchor rod;

[0019] Step S23: Repeat steps S21-S22 until all anchor bolts are inserted into the anchor bolt holes;

[0020] Step S3: Grout is injected into the anchor rod through the grouting pipe, and the grout enters the anchor rod and the anchor rod hole.

[0021] Preferably, before batch grouting the anchor holes of the current slope, step S30 is performed first: the process of determining the second opening corresponding to each depth range; step S30 includes:

[0022] 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.

[0023] 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.

[0024] 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;

[0025] 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.

[0026] Step S305: Determine the second opening of the target grouting pressure corresponding to each depth range of the anchor bolt holes on the current slope, which corresponds to the fitting curve of the grouting valve opening and the outlet pressure of the grouting pipe.

[0027] 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.

[0028] Preferably, the key parameters include the grouting rate state coefficient, the grouting pressure state coefficient, the grouting diffusion radius state coefficient, and the bond strength state coefficient; step S304 includes:

[0029] 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.

[0030] 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;

[0031] The grout diffusion radius state coefficient and bond strength state coefficient were determined based on the detection results.

[0032] 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.

[0033] Compared with the prior art, the present invention has the following beneficial effects:

[0034] 1. In this invention, adjacent anchor rods can be detachably connected to each other by bolts engaging with the connecting holes on the connecting block. This connection method is no longer constrained by a fixed frame, allowing construction personnel to freely adjust the connection length between adjacent anchor rods based on the actual slope topography and anchor rod layout plan. Whether in areas with significant slope variations or in scenarios where different slopes have varying anchor rod spacing requirements, this flexible connection structure can precisely adapt to the anchor rod installation spacing needs, greatly expanding the application range of the device and effectively solving the problem of poor applicability of existing devices.

[0035] 2. The anchor bolt sidewall is equipped with several connecting holes, which are connected to the vertical holes at the anchor bolt's axis. The block also has a vertical through-hole. During grouting, the grout can diffuse more fully and evenly from the anchor bolt's interior to the pores and fissures within the slope through the vertical holes and connecting holes. Compared to traditional devices, this structural design allows for a wider coverage area and deeper penetration of the grout, significantly enhancing the bond and friction between the anchor bolt and the slope. This results in a more stable overall structure between the anchor bolt and the slope, further improving the landslide prevention effect and providing a more reliable guarantee for slope stability.

[0036] 3. The horizontal rod in the anchoring device adopts an integrally molded fixed rod and threaded rod, ensuring the structural strength and stability of the horizontal rod. The sleeve is fitted onto the threaded rod and fixed by nuts on both sides. This connection method is not only stable but also allows for adjustment of the sleeve's position within a certain range, thereby adjusting the position of the connecting seat and facilitating the adjustment of the anchor spacing. In addition, the anchor rod is connected to the block by bolts and nuts, and adjacent connecting seats are connected by bolts and connecting holes. These connection methods facilitate installation and disassembly, reducing construction difficulty and improving construction efficiency.

[0037] 4. A vertical through hole is provided at the center of the block, and a vertical hole is provided at the center of the anchor rod; the block and the anchor rod are coaxially arranged. The fixed rod and the threaded rod are also coaxially arranged. This coaxial design allows the force to be evenly transmitted along the axial direction when the device is under stress, avoiding the problem of local stress concentration caused by uneven force distribution, further enhancing the overall stability and reliability of the device, and ensuring that the anchoring device can continue to function effectively under the action of landslide thrust.

[0038] 5. In step S2, the position of the nut of the auxiliary connection device can be adjusted according to the spacing of the anchor bolt holes, thereby adjusting the relevant structural dimensions of the auxiliary connection device so that the anchoring device can adapt to the requirements of different slopes for the anchor bolt spacing, breaking through the limitations of fixed device size and insufficient flexibility in traditional construction methods, and improving the applicability of construction.

[0039] 6. By connecting the auxiliary connecting device to the anchor rod to form an anchoring device, the anchor rod of the anchoring device is placed into the anchor rod hole and connected to the corresponding connecting group of the adjacent anchor rods to form an overall stable anchoring protection system. The steps are simple to operate, without the need for complicated construction technology and large equipment, which makes it easy for construction personnel to start work quickly, effectively improving construction efficiency and shortening the construction cycle. Attached Figure Description

[0040] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used in conjunction with embodiments of the invention to explain the invention and do not constitute a limitation thereof. In the drawings:

[0041] Figure 1 This is a structural exploded view of the present invention;

[0042] Figure 2 for Figure 1 Enlarged diagram of point A in the middle.

[0043] In the diagram: 1. Anchor bolt; 11. Vertical hole; 12. Connecting hole; 2. Block; 21. Vertical through hole two; 22. Vertical through hole one; 3. Connecting assembly; 31. Horizontal rod; 311. Fixed rod; 312. Threaded rod; 32. Connector; 321. Sleeve; 322. Connecting seat; 3221. Connecting block; 3222. Connecting hole; 323. Connecting frame; 33. Nut one; 4. Bolt one. Detailed Implementation

[0044] The preferred embodiments of the present invention will be described below with reference to the accompanying drawings. It should be understood that the preferred embodiments described herein are for illustration and explanation only and are not intended to limit the present invention.

[0045] Furthermore, in this invention, the use of terms such as "first" and "second" is for descriptive purposes only and does not specifically refer to any order or sequence, nor is it intended to limit the invention. They are merely used to distinguish components or operations described using the same technical terms and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features. Additionally, the technical solutions and features of the various embodiments can be combined with each other, but this must be based on the ability of those skilled in the art to implement them. If a combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention. Example 1

[0046] This embodiment provides an anchoring device for preventing landslide geological hazards, such as... Figure 1 and Figure 2As shown, it includes anchor bolt 1 and an auxiliary connecting device, which includes:

[0047] Block 2, with several vertical through holes 21 evenly distributed on it;

[0048] Four sets of connection groups 3 are evenly distributed around the periphery of block 2. Each 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 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 both sides of the sleeve 321 on the threaded rod 312. The sleeve 321 and the connecting seat 322 are connected by the connecting frame 323.

[0049] An anchor rod 1 is fixedly provided with several bolts 4 at one end. The bolts 4 correspond to several vertical through holes 21. Nuts 2 are connected to bolts 4 to connect the anchor rod 1 to the block 2.

[0050] The connecting seat 322 of the connecting group 3 corresponding to the adjacent anchor rod 1 can be detachably connected, specifically by bolt connection, snap-fit ​​connection, or existing detachable connection method.

[0051] Among them, a vertical through hole 22 is provided at the center of block 2, and a vertical hole 11 is provided at the center of anchor rod 1. Block 2 and anchor rod 1 are coaxially arranged.

[0052] The fixed rod 311 and the threaded rod 312 are coaxially arranged.

[0053] In this case, 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 group 3 corresponding to the adjacent anchor rod 1 is 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, so as to realize the detachable connection of the connecting group 3 corresponding to the adjacent anchor rod 1.

[0054] The anchor bolt 1 has several connecting holes 12 arranged on its side wall, and the connecting holes 12 are connected to the vertical holes 11.

[0055] The present invention also provides a construction method for an anchoring device for preventing landslide geological hazards, comprising:

[0056] Step S1: Drill holes on the surface of the current slope to form multiple anchor holes according to the current anchor hole layout requirements;

[0057] Step S2: Arrange the anchoring device, which includes:

[0058] Step S21: Adjust the position of nut 33 of the auxiliary connecting device according to the spacing of the anchor bolt holes, and connect the auxiliary connecting device to the anchor bolt 1 to form an anchoring device;

[0059] 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;

[0060] Step S23: Repeat steps S21-S22 until all anchor bolts 1 are inserted into the anchor bolt holes;

[0061] Step S3: Grout is injected into anchor rod 1 through the grouting pipe, and the grout enters anchor rod 1 and anchor rod hole.

[0062] In this invention, adjacent anchor rods 1 can be detachably connected to the connecting seats 322 of the connecting group 3 by means of bolts 2 engaging with the connecting holes 3222 on the connecting block 3221. This connection method is no longer constrained by a fixed frame, allowing construction personnel to freely adjust the connection length between adjacent anchor rods 1 according to the actual slope topography and anchor rod 1 layout plan. Whether in areas with significant slope variations or in scenarios where different slopes have varying requirements for anchor rod 1 spacing, this flexible connection structure can precisely adapt to the anchor rod 1 installation spacing requirements, greatly expanding the application range of the device and effectively solving the problem of poor applicability of existing devices.

[0063] Anchor 1 has several connecting holes 12 arranged on its sidewall, and these connecting holes 12 are connected to the vertical holes 11 at the center of anchor 1. Simultaneously, block 2 also has vertical through holes 22. During grouting operations, the grout can diffuse more fully and evenly from the inside of anchor 1 to the pores and fissures inside the slope through the vertical holes 11 and connecting holes 12. Compared to traditional devices, this structural design allows for a wider coverage area and deeper penetration of the grout, thereby significantly enhancing the adhesion and friction between anchor 1 and the slope. This results in a more stable whole between anchor 1 and the slope, further improving the landslide prevention effect and providing a more reliable guarantee for slope stability.

[0064] The horizontal rod 31 in the device adopts an integrally formed fixed rod 311 and threaded rod 312, ensuring the structural strength and stability of the horizontal rod 31. The sleeve 321 is fitted onto the threaded rod 312 and is fixed by nuts 33 on both sides. This connection method is not only stable but also allows for adjustment of the position of the sleeve 321 within a certain range, thereby adjusting the position of the connecting seat 322 and facilitating the adjustment of the anchor rod spacing 1. Furthermore, the anchor rod 1 is connected to the block 2 by bolts 4 and nuts 2, and adjacent connecting seats 322 are connected by bolts 2 and connecting holes 3222. These connection methods facilitate installation and disassembly, reducing construction difficulty and improving construction efficiency.

[0065] A vertical through hole 22 is provided at the center of block 2, and a vertical hole 11 is provided at the center of anchor rod 1. Block 2 and anchor rod 1 are coaxially arranged. Fixed rod 311 and threaded rod 312 are also coaxially arranged. This coaxial design allows the force to be evenly transmitted along the axial direction when the device is under force, avoiding the problem of local stress concentration caused by uneven force distribution. This further enhances the overall stability and reliability of the device, ensuring that the anchoring device can continue to function effectively under the thrust of landslides.

[0066] In step S2, the position of nut 33 of the auxiliary connection device can be adjusted according to the spacing of the anchor bolt holes, thereby adjusting the relevant structural dimensions of the auxiliary connection device so that the anchoring device can adapt to the requirements of different slopes for the spacing of anchor bolts 1. This breaks through the limitations of fixed device size and insufficient flexibility in traditional construction methods and improves the applicability of construction.

[0067] The auxiliary connecting device is connected to the anchor rod 1 to form an anchoring device. The anchor rod 1 of the anchoring device is placed into the anchor rod hole and connected to the corresponding connecting group 3 of the adjacent anchor rod 1. These steps are simple to operate, do not require complicated construction technology and large equipment, facilitate construction personnel to start work quickly, and can effectively improve construction efficiency and shorten the construction cycle. Example 2

[0068] Based on Example 1, this example performs step S30 before batch grouting the anchor holes of the current slope: determining the second opening for each depth range; step S30 includes:

[0069] 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.

[0070] 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.

[0071] 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;

[0072] 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.

[0073] Step S305: Determine the second opening of the target grouting pressure corresponding to each depth range of the anchor bolt holes on the current slope, which corresponds to the fitting curve of the grouting valve opening and the outlet pressure of the grouting pipe.

[0074] 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.

[0075] Key parameters include grouting rate state coefficient, grouting pressure state coefficient, grouting diffusion radius state coefficient, and bond strength state coefficient; step S304 includes:

[0076] 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.

[0077] 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;

[0078] The grout diffusion radius state coefficient and bond strength state coefficient were determined based on the detection results.

[0079] 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.

[0080] Specifically, soil of the same type refers to soils that are highly similar in mineral composition, particle size distribution, and physical and mechanical properties (such as density, moisture content, compressibility, and shear strength). For example, silty clays with similar natural moisture content, liquid limit, plastic limit, and compression modulus can be identified as soil of the same type.

[0081] In the mapping table of soil depth range and benchmark grouting pressure range, the soil depth range refers to the depth range covered by the grout during the grouting operation of anchor bolt 1 (such as 5-10m, 10-15m, etc.); the benchmark grouting pressure range refers to the grouting pressure range (such as 0.5-1.0MPa, 1.0-1.5MPa, etc.) that, based on engineering practice, can guarantee the grouting effect (such as uniform grout diffusion and strong adhesion to the soil) within the corresponding soil depth range for the same type of soil.

[0082] In the soil depth-reference compaction mapping table, reference compaction refers to the compaction index of the same type of soil at the corresponding soil depth range, which is determined by a large number of engineering statistics or tests and can reflect the stability state of the soil.

[0083] In the mapping table of grouting depth ratio range and target ratio range of grouting pressure and final grouting pressure, the grouting depth ratio refers to the ratio of the actual grouting depth (soil depth) to the total length of the anchor hole (dimensionless, such as 0.3, 0.5, 0.8, etc.); the target ratio range of grouting pressure and final grouting pressure refers to the ratio range of "real-time grouting pressure" and "final grouting pressure" during the grouting process within the corresponding grouting depth ratio range for the same type of soil (dimensionless, such as 0.6-0.8, 0.7-0.9, etc.), used to judge the rationality of the grouting process.

[0084] The above-mentioned mapping table can generally be obtained by filtering historical projects of the same soil type from the engineering database, extracting data such as grouting and compaction to generate the mapping table; referring to the recommended parameters in geotechnical engineering specifications and technical manuals, and refining them with experience; the mapping table can be dynamically updated according to the actual application process.

[0085] The equivalent compaction coefficient corresponding to the current depth range of the current slope is: the tested compaction degree of the soil in the current depth range of the current slope ÷ the reference compaction degree of the soil in the current depth range of the current slope.

[0086] The compact gradient coefficients of the (i+1)th depth range and the ith depth range It is: the detected compaction of the soil in the i-th depth range ÷ the detected compaction of the soil in the depth range preceding the (i+1)-th depth range; the i-th depth range is located above the (i+1)-th depth range.

[0087] 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.

[0088] 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:

[0089] 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.

[0090] 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.

[0091] ;

[0092] 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.

[0093] The correction coefficient can be obtained by statistically analyzing the pressure adjustment experience data of similar slope grouting projects, or by conducting grouting tests with controlled variables in typical areas on site. Alternatively, it can be obtained 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 the ratio of grouting pressure to the final pressure target) and analyzing the pressure change law.

[0094] In this embodiment, step S3042: determining the grouting rate state coefficient and the grouting pressure state coefficient based on the fitting curve of grouting time-tested grouting volume and the fitting curve of grouting time-tested grouting pressure is specifically as follows:

[0095] The grouting rate state coefficient corresponding to the i-th depth range of the anchor holes on the current slope is determined as follows:

[0096] ;

[0097] in, This is the grouting rate state coefficient for the i-th depth range of the anchor holes on the current slope. The average grouting rate for the i-th depth range of the anchor holes on the current slope (based on the fitting curve of grouting time - tested grouting volume; unit is m³ / h). The ideal grouting rate for the i-th depth range of the anchor holes on the current slope;

[0098] The grouting pressure state coefficient corresponding to the i-th depth range of the anchor holes on the current slope is determined as follows:

[0099] ;

[0100] in, This is the grouting pressure state coefficient for the i-th depth range of the anchor holes on the current slope. The average grouting pressure for the i-th depth range of the anchor holes on the current slope (determined based on grouting time - test grouting pressure); 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;

[0101] The grouting diffusion radius state coefficient and bond strength state coefficient are determined as follows:

[0102] Grouting diffusion radius state coefficient b:

[0103] By using techniques such as borehole inspection and radar detection, the actual diffusion range of grouting material in the anchor bolt hole is monitored, thereby obtaining the measured values ​​of grouting diffusion radius under different grouting pressure and grouting time conditions. The measured value of grouting diffusion radius is compared with the grouting diffusion radius value required by the design, and the ratio of the measured value to the design value is calculated. This ratio is the grouting diffusion radius state coefficient b.

[0104] Bond strength state coefficient h:

[0105] 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.

[0106] The target grouting pressure corresponding to the i-th depth range of the anchor bolt holes on the current slope is:

[0107] ;

[0108] 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.

[0109] 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.

[0110] 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.

[0111] 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.

[0112] Before batch grouting, a second opening determination process is carried out to clarify the grouting parameters for each depth range in advance. Subsequently, grouting can be directly controlled 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.

[0113] 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.

[0114] 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.

[0115] 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. A construction method for an anchoring device used to prevent landslide geological hazards, 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; 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 bolt 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.

2. The construction method of an anchoring device for preventing landslide geological disasters according to claim 1, 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.

3. The construction method of an anchoring device for preventing landslide geological hazards according to claim 1, characterized in that, The construction method employs an anchoring device for preventing landslide geological hazards. This anchoring device includes an anchor rod (1) and an auxiliary connection device, which includes: Block (2), with several vertical through holes (21) evenly distributed on block (2); Four sets of connecting groups (3) are evenly distributed around the block (2). The connecting 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 a nut (33) is threadedly connected to both sides of the sleeve (321) on the threaded rod (312). 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.

4. The construction method of an anchoring device for preventing landslide geological hazards according to claim 3, characterized in that: In the anchoring device for preventing landslide geological disasters, 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).

5. A construction method for an anchoring device for preventing landslide geological hazards according to claim 3, characterized in that: In the anchoring device for preventing landslide geological disasters, the fixed rod (311) and the threaded rod (312) are coaxially arranged.

6. A construction method for an anchoring device for preventing landslide geological hazards according to claim 3, characterized in that: In the anchoring device for preventing landslide geological disasters, 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).

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