Construction method for improving stability of trailing edge pull crack section of three-section locking section type rock slope based on high-precision navigation and measurement technology

Abstract

The invention relates to a three-section locking section type rock slope trailing edge pull crack section stability improving construction method based on a high-precision navigation and measurement technology, and belongs to engineering measurement. Comprising the following steps: step S10, slope data acquisition; step S20, establishing a multi-working-condition three-dimensional model; step S30, information processing and conversion; step S40, drilling execution is carried out; s50, pre-stressed anchor cables are installed; step S60, paving a reinforcing grid; and S70, a drainage system is arranged. The technical problems that in the prior art, an anchor rod is adopted for fixing, the anchoring force is limited, real-time stress monitoring is not achieved, the reinforcing effect is difficult to dynamically evaluate, drilling construction lacks directional drilling and in-hole imaging, and anchoring failure is possibly further caused by hole wall defects are solved.

Description

Technical Field

[0001] The present invention belongs to the technical field of engineering surveying, and particularly relates to a construction method for improving the stability of the trailing-edge tensile fracture section of a three-section locked section type rock slope based on high-precision navigation and measurement technology. Background Art

[0002] In the survey of rock slope engineering, the instability of the trailing-edge tensile fracture section may lead to the sliding of the entire slope. Therefore, there are high requirements for the stability of the trailing-edge tensile fracture section of the rock slope, and more accurate measurement and calculation methods are needed.

[0003] The patent with the publication number: CN202411574670.4 discloses a slope treatment construction method, including the following steps: S1: slope investigation, geological investigation of the slope area; S2: establishing a slope stress model, formulating a complete design plan, and determining the project quantity, construction technology and technical requirements; S3: rock excavation, using stepped layered excavation to level the slope; S3: drainage system construction, including excavating a catchment ditch at the top of the slope and a drainage ditch at the bottom of the slope; S4: anchoring construction.

[0004] The existing technology has at least the following disadvantages in use:

[0005] When using anchor bolts for fixation, the anchoring force is limited, and there is a lack of stress measurement process, making it difficult to dynamically evaluate the reinforcement effect. Moreover, in drilling construction, there is a lack of directional drilling and downhole imaging, which may further lead to anchoring failure due to hole wall defects. Summary of the Invention

[0006] The present invention provides a construction method for improving the stability of the trailing-edge tensile fracture section of a three-section locked section type rock slope based on high-precision navigation and measurement technology, which is used to solve the technical problems that the existing technology uses anchor bolts for fixation, the anchoring force is limited, there is no real-time stress monitoring, it is difficult to dynamically evaluate the reinforcement effect, and in drilling construction, there is a lack of directional drilling and downhole imaging, and anchoring failure is further caused by hole wall defects.

[0007] In order to achieve the above purpose, the present invention is realized through the following technical solutions:

[0008] A construction method for improving the stability of the trailing-edge tensile fracture section of a three-section locked section type rock slope based on high-precision navigation and measurement technology, including the following steps:

[0009] Step S10: Slope data collection, using three-dimensional surveying technology to obtain slope landform data, and combining a surveying device assisted by a gyroscope to record fracture information and groundwater parameters;

[0010] Step S20: Establishing a multi-condition three-dimensional model, through the collected data, analyzing the stress and strain distribution of the trailing-edge tensile fracture section, so as to switch different model analysis directions;

[0011] Step S20 further includes the following steps:

[0012] Step S21, model conversion, parametrically constructing a three-dimensional numerical model of the slope through surveying and mapping data;

[0013] Step S22, segmented matching, dividing the model into multiple regions such as the locked section, tensile fracture section, and transition section, performing segmented matching and overall analysis for different environmental conditions;

[0014] Step S23, simulation calculation, calibrating the instability critical index through segmented matching simulation and overall analysis simulation for different working conditions to obtain the position information of the sliding surface;

[0015] Step S30, information processing and conversion, converting the analysis situation under the corresponding working conditions into the cable anchor reinforcement parameters and prestress distribution parameters corresponding to the prestress, and enabling real-time sensor collection and monitoring and processing;

[0016] Step S40, drilling execution, converting the cable anchor distribution information adopted in Step S30 into the corresponding drilling plan, real-time correcting the drilling trajectory through a high-precision inertial navigation system, and detecting the hole-forming quality using a hole wall imaging device;

[0017] Step S50, installation of prestressed cable anchors, installing the fabricated prestressed cable anchors into the drill holes, optimizing the cable anchor layout based on the sliding surface position parameters, and integrating sensors to monitor the stress state in real time;

[0018] Step S60, laying the reinforcement grid, fixing the reinforcement grid on the cable anchors;

[0019] Step S70, layout of the drainage system, opening surface intercepting ditches and underground drainage holes, and laying the corresponding filtering devices and monitoring devices.

[0020] Furthermore, in Step S10, geological sampling is carried out, a compressive test is performed on the core, the fissures on the slope surface are surveyed and recorded, piezometers are set to detect the liquid level information of groundwater, and the flow rate and flow direction are measured.

[0021] Furthermore, the environmental conditions are as follows: converting the rainfall environment into the corresponding pore water pressure and fissure water pressure; converting the seismic environment into rock mass fatigue load, fissure dislocation load, and shear slip load; converting the arid environment into the fissure generation rate and crack width growth rate. Independent matching of each environment is carried out for multiple regions to obtain the failure points and corresponding failure environments under different extreme working conditions. By loading the information of the corresponding environment, the failure points and corresponding failure environments of the overall slope can be quickly obtained.

[0022] Further, in step S30, the position information of the sliding surface is output as the cable anchor arrangement coordinates, the length of the fixed anchor section, and the prestress magnitude through an algorithm.

[0023] Further, in step S40, the high-precision inertial navigation system includes a fiber optic gyroscope and an accelerometer, which collect the drilling inclination and azimuth data in real time and trigger trajectory correction, record the hole wall images and collapse point records in the drilled hole data, so as to quickly quality-check the drilled hole, and obtain the specific points that need to be strengthened and the monitoring points that need to be equipped with sensors for detection in combination with the information output in step S30.

[0024] Further, step S50 further includes the following steps:

[0025] Step S51, cable anchor preparation, strengthen the cable anchors at the specific points according to the simulation information in step S30 and step S40, and install detection sensors on the cable anchors at the detection points. The detection sensors include vibrating wire strain gauges and inclinometers, and are installed at the junction of the free section and the fixed anchor section of the cable anchor;

[0026] Step S52, anchoring pressure application, install the working anchor plate, working wedge grips, limit plate, pressure generator, and wedge grips;

[0027] Step S53, staged loading, set the stepped pressure value, and monitor and control at each stepped pressure stage, keep the pressure for more than 5 minutes, and record the fluctuation information;

[0028] Step S54, pressure relief and fixed anchoring, slowly relieve the pressure, turn off the pressure generator, and trim the excess stranded wire;

[0029] Step S55, grouting and fixing, adopt pressure grouting, and feedback the saturation degree through pressure detection.

[0030] Further, step S60 further includes:

[0031] Step S61, grid splicing, set pressure acquisition sensors and position sensors inside the grid;

[0032] Step S62, grid installation, fix it on the cable anchor and fix the acquisition points.

[0033] The present invention provides a construction method for improving the stability of the trailing edge tensile fracture section of a three-segment fixed anchor section type rock slope based on high-precision navigation and measurement technology, and the beneficial effects are as follows:

[0034] Through the three-dimensional surveying and mapping technology and the gyroscope auxiliary device, the spatial positioning surveying and mapping of the slope landform, fracture distribution, and groundwater distribution are realized;

[0035] By cutting and multi-channel matching the model, the measurement data of the slope model is converted into specific points and detection points that need to be reinforced, improving the adaptability of the slope model in different situations and thus enhancing the slope stability.

[0036] Through a high-precision inertial navigation system, measurement and deviation correction are achieved, improving the control accuracy of drilling and cable installation, and enhancing the adaptability and accuracy of installation. Brief Description of the Drawings

[0037] In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the drawings required for the description of the embodiments or the prior art. Obviously, the drawings in the following description are only some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can be obtained based on these drawings.

[0038] Figure 1 It is a flowchart of a construction method for improving the stability of the trailing edge tensile fracture section of a three-segment locked section type rock slope based on high-precision navigation and measurement technology provided by an embodiment of the present invention. Detailed Embodiments

[0039] The following will describe the embodiments of the present application in detail with reference to the drawings.

[0040] In the description of the present application, it should be understood that the orientation or positional relationship indicated by the terms "center", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation to the present application.

[0041] The terms "first" and "second" are only used for descriptive purposes and cannot be understood as indicating or implying relative importance or implicitly specifying the quantity of the indicated technical features. Thus, the features defined with "first" and "second" may explicitly or implicitly include one or more of such features. In the description of the present application, unless otherwise stated, the meaning of "a plurality" is two or more.

[0042] In the description of this application, it should be noted that unless otherwise clearly specified and defined, the terms "installation", "connection", and "linkage" should be understood in a broad sense. For example, it can be welding, bolt connection, or riveting; it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, and it can be the communication inside two components. For those of ordinary skill in the art, the specific meanings of the above terms in this application can be understood according to specific circumstances.

[0043] Embodiment:

[0044] This embodiment provides a construction method for improving the stability of the trailing-edge tensile fracture section of a three-section locked section type rock slope based on high-precision navigation and measurement technology, including the following steps:

[0045] Step S10: Slope data collection, collecting various geological information;

[0046] Step S20: Establish a three-dimensional model under multiple working conditions, and based on the collected data, analyze the stress and strain distribution of the trailing-edge tensile fracture section, so as to switch different model analysis directions;

[0047] Step S30: Information processing and transformation, converting the analysis situation under the corresponding working conditions into the cable anchor reinforcement parameters corresponding to the prestress and the distribution parameters of the prestress, and enabling real-time sensor collection and monitoring and processing;

[0048] Step S40: Borehole execution, converting the cable anchor distribution information adopted in Step S30 into the corresponding borehole plan, and using a composite vision sensor to detect the borehole formation information;

[0049] Step S50: Installation of prestressed cable anchors, installing the fabricated prestressed cable anchors into the boreholes, and performing grouting operations to closely combine the cable anchors with the surrounding rock mass through pressure grouting;

[0050] Step S60: Laying the reinforcement grid and fixing the reinforcement grid on the cable anchors;

[0051] Step S70: Layout of the drainage system, opening surface intercepting ditches and underground drainage holes, and laying the corresponding filtering devices and monitoring devices.

[0052] Furthermore, in some other implementation contents, in Step S10, geological sampling is carried out, the compressive strength test of the rock core is carried out, the cracks on the slope surface are recorded through surveying and mapping, piezometers are set to detect the liquid level information of the groundwater, and the flow velocity and flow direction are measured.

[0053] In this embodiment, a gyroscopic guidance bit is used for geological drilling, and holes are arranged in a plum blossom shape, with a core collection rate of ≥90%; for ground surveying, a lidar and an inertial measurement unit are used to obtain the three-dimensional coordinates of the slope surface and the occurrence of fractures; for groundwater monitoring, vibrating wire piezometers are used to automatically collect pressure data. During the drilling process, if a fractured zone is encountered, casing is immediately used to protect the wall and core sampling is intensified; for fracture mapping, structural fractures and unloading fractures need to be recorded, and the endpoint coordinates of the penetrating fractures are marked; the piezometers are calibrated before installation, and geotextiles permeable to water are wrapped during burial to prevent blockage.

[0054] Further, in some other implementation contents, step S20 further includes the following steps:

[0055] Step S21, model conversion, parametric construction of the three-dimensional numerical model of the slope through the surveying and mapping data;

[0056] Step S22, segmented matching, multi-region division of the model into a locked section, a tensile fracture section, and a transition section, segmented matching and overall analysis for different environmental conditions;

[0057] Step S23, simulation calculation, calibrating the critical instability index through segmented matching simulation and overall analysis simulation for different working conditions to obtain the position information of the slip surface.

[0058] In this embodiment, based on the point cloud data and drilling data, the Midas GTS NX software is used to construct a three-dimensional numerical model with a grid division accuracy of 0.5 m. The formation parameters are imported, specifically including unit weight, elastic modulus, Poisson's ratio, cohesion, internal friction angle, and fracture parameters including spacing, dip angle, connectivity rate, and groundwater seepage field data. Multiple working conditions such as normal condition, rainstorm condition, and earthquake condition are set, and stress-strain analysis is carried out through the Mohr-Coulomb criterion, automatically switching the principal stress direction of the model. The model boundary conditions are set as fixed constraint at the bottom, normal constraint on the sides, and free surface; grid convergence inspection is carried out before analyzing different working conditions to control the stress calculation error of the model.

[0059] Further, in some other implementation contents, the environmental conditions are to convert the rainfall environment into corresponding pore water pressure and fissure water pressure; convert the earthquake environment into rock mass fatigue load, fracture dislocation load, and shear slip load; convert the arid environment into fracture generation rate and fracture width growth rate. Independent matching of each environment is carried out for multiple regions to obtain the failure points and corresponding failure environments under different extreme conditions. By loading the information of the corresponding environment, the failure points and corresponding failure environments of the overall slope can be quickly obtained.

[0060] In this embodiment, the multi-region division of the slope includes a locking section, which is an area with intact rock mass structure and high shear strength, mainly responsible for the overall stability of the slope. The rock mass has no obvious cracks, stable mechanical properties, and is less affected by external disturbances; a tensile fracture section, which is an area with existing tensile cracks or potential rupture surfaces, prone to tensile failure, with obvious crack development, strong permeability, and significantly affected by hydrogeological conditions; a transition section, which is an area between the locking section and the tensile fracture section, with the risk of combined shear and tensile failure, uneven mechanical properties, and high sensitivity to environmental factors.

[0061] For the rainfall condition: The increase in water pressure in the pores of the locking section is converted into a decrease in effective stress, and finally output as data on the decrease in shear strength; the infiltration of rainwater in the tensile fracture section is converted into an increase in crack water pressure, and finally output as data on the accelerated crack expansion; the absorption and softening of the unsaturated zone in the transition section are converted into the output of data on the decrease in shear strength.

[0062] For the earthquake condition: The local fracture of the locking section is converted into the degree of rock mass fatigue damage, and finally output as dynamic load data; the through-going failure in the tensile fracture section is converted into crack dislocation parameters, and finally output as data on the loading of seismic waves; the degree of combined failure in the transition section is converted into data on shear slip induced by vibration.

[0063] For the drought condition: The soil shrinkage in the locking section is converted into the generation rate of local microcracks; the dry shrinkage effect in the tensile fracture section is converted into the expansion rate of crack width; the non-uniform shrinkage in the transition section is converted into the stress concentration situation at the interface.

[0064] Load the simulation parameters of different environments onto the models of corresponding segments for fitting calculation. Considering the proportion weights of various conditions according to geographical location factors, predict the hydro-sensitivity data by simulating the hydrogeological data of recent years, and refer to the activity of specific geographical plates for sudden dynamic damage.

[0065] Furthermore, in some other implementation contents, in step S30, the position information of the sliding surface is output as the cable anchor arrangement coordinates, the length of the fixed anchor section, and the prestress magnitude through an algorithm.

[0066] In this embodiment, for the cable anchor arrangement optimization program based on the genetic algorithm, the objective function is "minimizing the total prestress + maximizing the safety factor", and the constraint conditions include the cable anchor spacing ≥ 3m, the length of the fixed anchor section ≥ 4m, and the prestress ≤ 80% of the cable anchor design bearing capacity. After inputting the three-dimensional coordinates of the sliding surface, the program automatically generates multiple alternative solutions and adjusts and iterates multiple times. The output parameters include the cable anchor orifice coordinates, the starting depth, the ending depth of the fixed anchor section, the prestress design value, and the tensioning sequence, and a sensitivity analysis needs to be carried out to determine the influence weights of the rock mass cohesion and internal friction angle on the cable anchor parameters.

[0067] During the implementation process of converting the cable anchor distribution information into a drilling plan

[0068] Data preprocessing and trajectory planning: Import the anchor cable orifice coordinates (x, y, z), downward inclination angle θ, and fixed anchor section length L output from step S30 into AutoCAD, and use Dynamo script to eliminate redundant points with a spacing < 3m to ensure that the drilling spacing meets the specification requirements;

[0069] Trajectory generation algorithm: Use the improved rapidly-exploring random tree algorithm to generate the drilling path. The constraint conditions include: the deviation between the drilling inclination angle and the designed anchor cable angle ≤ 2°, the trajectory curvature radius ≥ 10m when encountering the rock stratum interface, and the hole wall distance from underground pipelines ≥ 5m, based on BIM model collision detection;

[0070] High-precision navigation and trajectory correction: Use a fiber optic gyroscope and an accelerometer to collect the drilling inclination angle and azimuth data in real time. When the measured value deviates from the designed trajectory by > 1.5°, trigger a hydraulic eccentric wedge for trajectory correction. If hole wall collapse occurs during drilling, immediately stop drilling and inject quick-setting slurry, re-plan the trajectory, and avoid the collapse failure area;

[0071] Hole wall imaging and defect marking: Identify the fracture development zone through a hole wall imaging device, mark the fracture section with an aperture > 2mm as a "reinforcement special point", and automatically switch to the supplementary grouting and reinforcement step;

[0072] Sensor layout and hole formation quality inspection: In the drilled holes within 2m above and below the sliding surface, install vibrating wire strain gauges and inclinometers at the junction of the free section and the fixed anchor section of the anchor cable to monitor the change of the anchoring force.

[0073] Furthermore, in some other implementation contents, in step S40, a guiding device is set to guide the drilling direction, correct and check the drilling travel trajectory, record the hole wall picture and collapse point record in the hole formation data, so as to quickly inspect the quality of the drilled hole, and combine the information output in step S30 to obtain the special points that need to be strengthened and the monitoring points that need to be equipped with sensors for detection.

[0074] In this embodiment, the guiding device adopts a high-precision inertial navigation system to collect the data of the drilling inclination angle and azimuth angle in real time. After comparing with the designed trajectory, a deviation correction instruction is generated. The deviation corrector is a hydraulically driven eccentric wedge, and the trajectory is corrected by adjusting the opening angle of the wedge block. The deviation correction amount each time is ≤2°. The hole formation data includes the hole depth, inclination angle, azimuth angle, hole wall image, and coordinates of the collapse point, which are stored in a portable data terminal and support offline import into the BIM model. The guiding system is preheated and calibrated for 30 minutes before startup; during the deviation correction process, the drill is kept rotating at a low speed to prevent jamming. During the implementation process, the hole wall image is imported into the recognition system, and the YOLOv5 algorithm is used to detect the collapse point and the fracture development zone, which are marked as "special points". Combining with the position of the sliding surface output in step S30, monitoring points are added within 2 m above and below the sliding surface. The types of sensors include strain gauges and inclinometers, and the installation position is at the junction of the free section and the anchored section of the anchor cable.

[0075] Further, in some other implementation contents, S50 further includes the following steps:

[0076] Step S51, anchor cable preparation: Strengthen the anchor cable at the special point according to the simulation information in step S30 and step S40, and install detection sensors on the anchor cable at the detection point;

[0077] Step S52, anchoring pressure application: Install the working anchor plate, working wedge grips, limit plate, pressure generator, and wedge grips;

[0078] Step S53, graded loading: Set the stepped pressure value, and monitor and control at each stepped pressure section, keep the pressure for more than 5 minutes, and record the fluctuation information;

[0079] Step S54, pressure relief and anchoring: Slowly relieve the pressure, turn off the pressure generator, and trim the excess stranded wire;

[0080] Step S55, grouting and fixing: Adopt pressure grouting, and feedback the saturation degree through pressure detection.

[0081] In this embodiment, for the special point, double-layer steel strands are woven, and a 10-mm-thick rubber damping layer is wrapped around the anchored section. The detection sensor is a vibrating wire strain gauge. During installation, a strain gauge is first pasted on the surface of the steel strand, and then a protective sleeve is put on, and it is bonded and fixed with epoxy resin glue;

[0082] The installation sequence is: working anchor plate, working wedge grips, limit plate, hydraulic jack, and tool wedge grips. Epoxy mortar is smeared on the contact surface between the anchor plate and the hole mouth concrete, with a thickness of at least 5 mm and ensuring smooth and close fitting;

[0083] The stepped pressure values are set at 25%, 50%, 75%, and 100% of the designed prestress. The loading rate for each step is ≤100 kN / min. After reaching the target pressure, hold the load for 5 - 10 minutes, and adjust the specific duration according to the creep characteristics of the rock mass. During this period, monitor the elongation of the anchor cable. When the deviation between the measured elongation and the theoretical value > ±6%, suspend the loading and analyze the reasons;

[0084] Control the pressure relief rate within 50 kN / min. When the pressure drops to 100 kN, turn off the pressure generator and wait for 30 minutes to allow the wedge grips to fully bite. Cut the excess stranded wire using a toothless saw, and keep the remaining length ≥15 cm. Take measures such as sprinkling water to cool down during cutting to keep the temperature ≤60°C and prevent the steel strand from annealing;

[0085] Adopt the secondary grouting process. The pressure for the first grouting is 0.3 - 0.5 MPa. After initial setting, conduct secondary grouting with the pressure controlled at 1.0 - 1.5 MPa. Real-time feedback on the saturation degree is obtained through the pressure sensor installed on the grouting pipe. When the pressure remains stable for 5 minutes and the grouting volume < 0.5 L / min, it is determined to be full; Before secondary grouting, clean the grouting pipe orifice to ensure unobstructed channels; Observe the slurry return situation at the orifice during grouting. When slurry leakage occurs, immediately block the adjacent holes.

[0086] Furthermore, in some other implementation details, step S60 also includes:

[0087] Step S61, grid splicing. Install pressure acquisition sensors and position sensors inside the grid;

[0088] Step S62, grid installation. Fix it on the anchor cable and fix the acquisition points.

[0089] In this embodiment, the grille is produced modularly. The size of a single block is 2 m × 2 m. During splicing, use M12 bolts for connection and weld φ10 steel bars at the joints. The pressure acquisition sensors are embedded at the grid node positions, and the position sensors are installed at the intersection of the grid diagonals. The sensor wires are laid through the reserved wire grooves of the grid; Conduct waterproof sealing treatment before installing the sensors; The spliced grille needs to be inspected for flatness, and the diagonal deviation ≤5 mm;

[0090] Use a crane to hoist the grille unit to the designed position. First, fix the top anchor cable, and then fix the bottom and both sides in sequence. The acquisition points correspond one-to-one with the anchor cable monitoring points. Fix the sensor wires on the anchor cable sheath through cable ties, and introduce the data signal into the slope monitoring main station through communication connection;

[0091] In step S70, the surface intercepting ditch of the drainage system is trapezoidal in cross-section, cast with C30 concrete, with a φ50mm PVC drainage pipe installed on the inner wall, the spacing is set at 2m, and the outlet is connected to the drainage ditch. The depth of the underground drainage hole penetrates the aquifer by 2m, with a φ100mm non-sand concrete pipe installed inside, surrounded by graded gravel, and an anti-filter layer is set at the orifice. The monitoring device includes a water level sensor and a flowmeter, and the data is connected to the automatic monitoring system. During the construction of the intercepting ditch, anti-seepage treatment is carried out, and a 10cm thick concrete cushion is laid at the bottom of the ditch; after the drainage hole is drilled, the pipe is immediately inserted to prevent the collapse of the hole wall.

[0092] In the process of using a construction method for improving the stability of the trailing-edge tensile fracture section of a three-section locked-section rock slope based on high-precision navigation and measurement technology, through three-dimensional surveying technology and gyroscopic auxiliary devices, the spatial positioning survey of the slope landform, fracture distribution, and groundwater distribution is realized; through the segmentation and multi-channel matching of the model, the measurement data of the slope model is converted into specific points and detection points that need to be reinforced, improving the adaptability of the slope model in different situations and thus improving the slope stability; through a high-precision inertial navigation system, measurement and deviation correction are realized, improving the control accuracy of drilling and cable installation, and improving the adaptability and accuracy of installation.

[0093] As described above, only the specific embodiments of the present invention are provided, but the protection scope of the present invention is not limited thereto. Any person skilled in the art within the technical scope recorded in the present invention can easily think of changes or substitutions, which should be covered within the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claimed rights.

Claims

1. A construction method for improving the stability of the trailing-edge tensile fracture section of a three-segment locked section type rocky slope based on high-precision navigation and measurement technology, characterized in that, It includes the following steps: Step S10, slope data collection. Three-dimensional surveying technology is used to obtain slope landform data, and a surveying device assisted by a gyroscope is combined to record fracture information and groundwater parameters; Step S20, establish a three-dimensional model under multiple working conditions. Based on the collected data, analyze the stress and strain distribution of the trailing edge tensile fracture section, so as to switch different model analysis directions; The step S20 includes the following steps Step S21, model conversion. Parametric construction of the slope three-dimensional numerical model is carried out through the surveying data; Step S22, segmented matching. The model is divided into multiple regions such as the locked section, tensile fracture section and transition section, and segmented matching and overall analysis are carried out for different environmental working conditions; Step S23, simulation calculation. After segmented matching simulation and overall analysis simulation of different working conditions, the instability critical index is calibrated to obtain the position information of the slip surface; Step S30, information processing and conversion. The analysis situation under the corresponding working condition is converted into the anchor cable reinforcement parameters corresponding to the prestress and the distribution parameters of the prestress, and real-time sensor collection and monitoring processing are enabled; Step S40, drilling execution. The anchor cable distribution information adopted in the step S30 is converted into the corresponding drilling plan, the drilling trajectory is corrected in real time through a high-precision inertial navigation system, and the hole formation quality is detected by a hole wall imaging device; Step S50, installation of prestressed anchor cables. The made prestressed anchor cables are installed into the drill holes, the layout of the anchor cables is optimized based on the position parameters of the slip surface, and sensors are integrated to monitor the stress state in real time; Step S60, lay the reinforcement grid and fix the reinforcement grid on the anchor cables; Step S70, layout of the drainage system. Surface intercepting ditches and underground drainage holes are opened, and corresponding filtering devices and monitoring devices are laid out.

2. The construction method for improving the stability of the trailing-edge tensile fracture section of a three-section locked section type rock slope based on high-precision navigation and measurement technology according to claim 1, characterized in that, In the step S10, geological sampling is carried out, the core is subjected to a compressive strength test, fractures on the slope surface are recorded through surveying, piezometers are set to detect the liquid level information of groundwater, and the flow rate and flow direction are measured.

3. A construction method for improving the stability of the trailing edge tensile fracture section of a three-segment locked section type rock slope based on high-precision navigation and measurement technology according to claim 2, characterized in that, The environmental working conditions are to convert the rainfall environment into the corresponding pore water pressure and fracture water pressure; convert the seismic environment into rock mass fatigue load, fracture dislocation load, shear slip load; convert the arid environment into fracture generation rate and fracture width growth rate. Independent matching of each environment in multiple regions is carried out to obtain the failure points and corresponding failure environments under different extreme working conditions. By loading the information of the corresponding environment, the failure points and corresponding failure environments of the overall slope can be quickly obtained.

4. A construction method for improving the stability of the trailing edge tensile fracture section of a three - section locked section type rock slope based on high - precision navigation and measurement technology according to claim 3, characterized in that, In the step S30, the position information of the slip surface is output as the anchor cable layout coordinates, the fixed anchor section length, and the prestress magnitude through an algorithm.

5. The construction method for improving the stability of the trailing edge tensile fracture section of a three - segment locked section type rock slope based on high - precision navigation and measurement technology according to claim 4, characterized in that, In the step S40, the high-precision inertial navigation system includes a fiber optic gyroscope and an accelerometer, which real-time collect the drilling inclination angle and azimuth data and trigger trajectory correction, record the hole wall pictures and collapse point records in the hole formation data, so as to quickly quality-check the drilling, and combine the information output in the step S30 to obtain the specific points that need to be strengthened and the monitoring points that need to be equipped with sensors for detection.

6. A construction method for improving the stability of the trailing-edge tensile fracture section of a three-section locked section type rocky slope based on high-precision navigation and measurement technology according to claim 5, characterized in that, The S50 also includes the following steps: Step S51, Anchor cable preparation: Strengthen the anchor cables at the specific points according to the simulation information in the step S30 and the step S40, and install detection sensors on the anchor cables at the detection points. The detection sensors include vibrating wire strain gauges and inclinometers, and are installed at the junction of the free section and the fixed section of the anchor cable. Step S52, Anchoring pressure application: Install the working anchor plate, working wedge grips, limit plate, pressure generator, and wedge grips. Step S53, Graded loading: Set stepped pressure values, monitor and control at each stepped pressure stage, keep the pressure for more than 5 minutes, and record the fluctuation information. Step S54, Pressure relief and anchor fixing: Slowly relieve the pressure, turn off the pressure generator, and trim the excess stranded wires. Step S55, Grouting and fixing: Adopt pressure grouting and feedback the saturation degree through pressure detection.

7. A construction method for improving the stability of the trailing edge tensile fracture section of a three-segment locking section type rock slope based on high-precision navigation and measurement technology, characterized in that, The step S60 further includes: Step S61, Grid splicing: Set pressure acquisition sensors and position sensors inside the grid. Step S62, Grid installation: Fix it on the anchor cable and fix the acquisition points.

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