Precision Construction Method of Anti-slide Pile-Anchor Cable Combined Support for Landslide Geological Disasters

Abstract

This invention belongs to the field of geotechnical engineering technology, specifically relating to a precise construction method for anti-slide pile-anchor cable combined support in landslide geological disasters. The method acquires candidate sliding elements, applies mechanical and hydraulic disturbances to obtain dual-disturbance responses; generates response fingerprints based on the mutual verification relationship of the dual-disturbance responses to determine the sliding core and anchorage zone; generates a support gap matrix from the sliding core and anchorage zone and determines the force flow closed path; pre-locks the anti-slide piles and anchor cables according to the force flow closed path to obtain the proof loading response; updates the support gap matrix with the proof loading response and determines the excavation allowance; performs clearing and unloading according to the excavation allowance, corrects the force flow closed path based on the clearing and unloading response, and performs supplementary support when there are unclosed positions. This method forms a closed construction chain of sliding identification, pile-anchor force transmission, pore pressure control, and clearing and unloading.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering technology, specifically to a precise construction method for anti-slide pile-anchor cable combined support for landslide geological disasters. Background Technology

[0002] In landslide geological hazard management, the combined support of anti-slide piles and anchor cables is often used to control the deformation of the sliding body and transfer the landslide thrust to relatively stable strata. Related technologies typically begin by determining the potential sliding range based on geological survey data, sliding surface estimation results, groundwater distribution, and monitored deformation. Then, anti-slide piles, anchor cables, and clearing and unloading measures are deployed according to empirical parameters, limit equilibrium calculations, or numerical analysis results. While this approach can form a conventional support scheme, in complex bedding slopes, slopes with weak interlayers, or water-rich slopes, the sliding boundary and the actual force transfer range often do not completely coincide. If the sliding area is determined solely based on static geological profiles or single deformation monitoring results, it is difficult to distinguish between active units actually involved in sliding deformation, pore pressure-sensitive units only affected by hydraulic connectivity, and stable areas that can provide anchoring reaction forces.

[0003] Current design processes typically handle slip surface identification, pile and anchor placement, drainage control, and cleaning / unloading separately, lacking an intermediate expression that unifies the slip core, anchorage zone, pile interception, anchor cable force transmission, pore pressure release, and construction disturbance. During construction, if cleaning / unloading is implemented before the anti-slip piles and anchor cables have formed a verifiable closed force path, mismatches between local unloading disturbances and the original support layout can easily occur, resulting in a lack of clear basis for subsequent reinforcement locations and cleaning schedules. Summary of the Invention

[0004] This invention provides a precise construction method for anti-slide pile-anchor cable combined support for landslide geological disasters, which is used to at least solve the problem of how to identify the sliding core and anchorage zone under the conditions of mutual coupling of sliding boundary, hydraulic connectivity and construction disturbance, and thereby form a verifiable closed loop for anti-slide pile-anchor cable combined support construction.

[0005] This invention provides a precise construction method for anti-slide pile-anchor cable combined support for landslide geological disasters, the method comprising: Obtain candidate sliding units; Mechanical and hydraulic disturbances were applied to the candidate sliding element to obtain the mechanical disturbance response and the hydraulic disturbance response. A response fingerprint is generated based on the mutual verification relationship between the mechanical disturbance response and the hydraulic disturbance response, and the slip core and anchorage zone are determined based on the response fingerprint; The support gap matrix is ​​generated from the slip core and anchorage zone, and the closed path of force flow is determined. The load response was verified by pre-locking the anti-slide piles and anchor cables according to the closed path of force flow. The support gap matrix is ​​updated based on the proof loading response, and the excavation allowance is determined. Based on the excavation permit, the excavation unloading is carried out to obtain the excavation unloading response; the force flow closed path is corrected based on the excavation unloading response, and supplementary support is carried out if there are unclosed positions in the corrected force flow closed path to complete the support.

[0006] Compared with the prior art, the advantages and beneficial effects of the present invention are as follows: By applying mechanical and hydraulic disturbances to candidate slip units respectively, the actual active units can be identified by the combined response of the two disturbances, thus avoiding the need to rely solely on static geological profiles or a single monitoring quantity to determine the slip range.

[0007] By generating response fingerprints through the mutual verification relationship between mechanical and hydraulic disturbance responses, displacement, strain, residual deformation, pore pressure changes, and hydraulic recharge status can be incorporated into the same identification chain, providing a unified data basis for the division of slip cores and anchorage zones.

[0008] By generating a support gap matrix from the slip core and anchorage zone, the correlation expression of shear interception requirements, tensile closure requirements, pore pressure release requirements and construction disturbance risks is realized, so that the anti-slip pile nodes, anchor cable paths and anchorage reaction positions can be determined around the same force closure target.

[0009] By demonstrating that the support gap matrix is ​​written back to the loading response and the excavation allowable quantity is determined, the pre-locking state of the pile anchor can be verified before the clearing and unloading, so that the clearing and unloading and path correction are constrained by the actual response.

[0010] By correcting the closed-loop force flow path through the unloading response of the clearing section, a closed loop can be formed between the supplementary support construction and the changes in the on-site response. Attached Figure Description

[0011] Figure 1 This is a schematic flowchart of the method of the present invention; Figure 2 This is a schematic diagram of a landslide profile and candidate sliding units in an embodiment of the present invention; Figure 3 This is the dual-perturbation response fingerprint and the mutual verification residual matrix in this embodiment of the invention; Figure 4 This is a schematic diagram of the support gap matrix and force flow closed path in an embodiment of the present invention; Figure 5 This is a schematic diagram illustrating the excavation permit quantity and clearing response write-back in an embodiment of the present invention. Detailed Implementation

[0012] To enable those skilled in the art to better understand the technical solutions of this invention, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings of one or more embodiments. Obviously, the described embodiments are only a part of the embodiments of this invention, and not all of them. Based on the embodiments of this invention, all other embodiments obtained by those skilled in the art without creative effort should fall within the protection scope of this invention.

[0013] Anti-slide pile-anchor cable combined support is a slope protection method that combines passive anti-slide action of piles with active restraint of anchor cables. Anti-slide piles primarily bear the shear interception role at the leading edge of the sliding body or areas of concentrated deformation, transferring the sliding thrust to relatively stable strata through the embedded section of the pile. Anchor cables primarily bear the tensile force transfer and reaction force closure role, further transferring the force on the pile or slope to stable rock and soil through the anchor section. When the two are combined, the anti-slide piles can limit the overall displacement development of the sliding body, while the anchor cables can improve the stress state of the pile and enhance the overall restraint capacity of the support system. This method is suitable for landslide treatment scenarios with deep sliding boundaries, well-developed slope structures, and high risks associated with localized unloading construction.

[0014] In actual construction, whether anti-slide piles and anchor cables can form an effective combined support depends not only on the pile location, anchor cable length, and design tension, but also on whether a continuous and verifiable force transfer relationship is formed between the sliding activity zone, the anchoring reaction zone, the pore pressure variation zone, and the construction disturbance zone. Therefore, it is necessary to identify the sliding core that actually participates in the sliding deformation and the anchoring zone that can provide anchoring reaction force before construction, verify the force response after pile-anchor pre-locking during construction, and adjust the support path based on the on-site response during the clearing and unloading process. Based on this, a precise construction method for anti-slide pile-anchor cable combined support can be developed, centered on dual-disturbance mutual verification, support gap matrix, force flow closed path, and proof loading feedback.

[0015] like Figure 1 As shown, a precise construction method for anti-slide pile-anchor cable combined support for landslide geological disasters includes the following processing steps.

[0016] The slope support analysis system receives engineering geological data, groundwater survey data, and deformation observation data of the landslide slope, unifying the rock strata attitude, location of weak interlayers, range of crack development, groundwater occurrence zone, and existing deformation signs into the same slope spatial coordinates. The system partitions the slope space according to the slope's strike, dip, depth, and the location of the survey profile, forming multiple geological units with spatial boundaries and geological attributes. Each geological unit records lithology, structural plane location, water-bearing state, crack type, and deformation observation correlations. The system filters geological units, marking those with weak interlayers, mudstone zones, unloading cracks, water-rich zones, slope toe fracture zones, or rear-edge tensile fracture zones as candidate sliding units, and then transferring these candidate sliding units to the subsequent mechanical and hydraulic disturbance identification stages.

[0017] In one embodiment, when establishing candidate slip units, the slope support analysis system receives data from borehole logging, core photographs, geological profiles, slope crack mapping, borehole inclination measurements, groundwater level monitoring, rainfall infiltration records, and field inspection records. Before entering the system, data from different sources undergoes coordinate unification. Coordinate unification is based on the slope toe control points, borehole opening coordinates, and design profile lines, ensuring that stratigraphic interfaces, crack locations, groundwater observation points, and deformation observation points fall within the same spatial reference. For field records lacking three-dimensional coordinates, the system spatially assigns them based on the profile, mileage, and elevation range of the record. The assignment results are marked with a verification flag, which reduces the sole determining factor of this data in subsequent unit selection.

[0018] When dividing the space, the system does not use a uniform grid as the sole dividing method, but instead uses a non-uniform division based on geological interfaces and risk objects. Lithological abrupt change interfaces, the interfaces between weak interlayers, groundwater level fluctuation zones, slope toe fracture zones, and the projected range of slope tension cracks can serve as unit boundaries. In areas with relatively homogeneous strata and sparse monitoring points, regular units can be supplemented according to the spacing between boreholes and profiles. The unit scale is determined based on the density of exploration data and the magnitude of geological variations. Smaller unit scales are used in areas with dense boreholes and complex fracture distributions, while larger unit scales are used in areas with continuous rock strata and stable observation data. This scale setting ensures that candidate slip units can reflect local weak structures without including large-scale stable rock masses in the candidate range.

[0019] Each geological unit forms a unit attribute record. The unit attribute record includes spatial boundaries, lithological type, bedding angle, structural plane combination relationships, thickness of weak interlayers, signs of argillaceization, fracture aperture, fracture extension direction, groundwater type, pore pressure variation state, slope displacement direction, and deep deformation correlation points. Weak interlayers are used to indicate interlayers with significantly lower strength than adjacent rock layers and the potential to form shear weak planes; argillaceization zones are used to indicate banded areas that have softened, disintegrated, or filled with argillaceous material after being subjected to water; unloading fractures are used to indicate open fractures formed after excavation or when the slope is exposed; water-rich zones are used to indicate spatial areas with abundant groundwater, concentrated seepage channels, or significant pore pressure fluctuations; slope toe fracture zones are used to indicate fractured areas formed at the slope toe due to unloading, scouring, or existing slippage; and trailing edge tensile fracture zones are used to indicate areas at the rear of the slope that are tensile fractured and may control slippage boundaries.

[0020] The candidate selection process employs a multi-condition triggering method. When a geological unit possesses any of the aforementioned risk factors, the system includes it in the candidate slip unit set. When a geological unit simultaneously possesses weak interlayers and water-rich zones, or simultaneously possesses rear-edge tensional zones and deep deformation correlation points, the system adds a key identification marker to the candidate slip unit set. This key identification marker does not directly indicate that the unit has already slipped, but rather indicates that subsequent disturbance observation points should be prioritized. For areas with conflicting data, such as boreholes revealing intact rock mass but persistent tensional fracturing on the slope, the system retains the corresponding geological unit as a candidate slip unit and adds a data conflict marker. This data conflict marker is used in the subsequent disturbance identification stage to indicate the need to confirm its actual activity through on-site disturbance response. After the candidate slip unit set is generated, the system outputs the spatial location, triggering conditions, associated data sources, and verification markers for each candidate slip unit, serving as a list of objects for subsequent mechanical and hydraulic disturbances.

[0021] After receiving the set of candidate slip units, the slope support analysis system configures a disturbance implementation plan for each candidate slip unit. Mechanical disturbance is applied by test anchors, which are placed near the candidate slip units and loaded according to the principles of low amplitude, tiered loading, and recoverability. During loading, deep displacement, strain changes, slope crack opening and closing, and pore pressure changes near the candidate slip units are collected to form a mechanical disturbance response. Hydraulic disturbance is applied by segmented drainage holes. The drainage holes are set into sealable sections according to the depth range of the candidate slip units. Short-term drainage is performed on the target sections, and pore pressure drop, pore pressure recovery, linkage between adjacent sections, and recharge changes are collected to form a hydraulic disturbance response. The mechanical and hydraulic disturbance responses then enter the response fingerprint generation stage to determine whether the candidate slip unit actually participates in slip deformation or hydraulic transmission.

[0022] In one embodiment, the graded loading of the test anchor cables is accomplished collaboratively by on-site tensioning equipment, anchor cable force measuring devices, borehole inclinometers, distributed fiber optic strain gauges, and slope crack monitoring devices. The placement of the test anchor cables is determined based on the spatial boundaries of the candidate slip unit, the dip of the layer, the projected location of the slope cracks, and the location of the constructable platform. For candidate slip units located near deep weak interlayers or fractured zones at the toe of the slope, the axis of the test anchor cables preferentially passes through the leading edge or deformation transition zone of the candidate slip unit, enabling the loading disturbance to be transmitted to the candidate slip unit. For candidate slip units near the trailing edge tensile crack zone, the placement of the test anchor cables should avoid the ends of already significantly opened cracks to prevent the induction of local tensile crack propagation during loading.

[0023] The loading levels are determined based on the expected anchor cable design tension, the current slope deformation rate, rock mass integrity, and monitoring equipment resolution. Higher loading intervals are used when the slope is in a stable observation state; lower loading intervals are used when the slope is undergoing continuous deformation or experiencing high pore pressure after rainfall, with extended holding times after each loading level. Before each loading level begins, the system records the initial values ​​of deep displacement, pore pressure, strain, and crack opening / closing. After the target loading level is reached, the system continuously acquires response data and records the state before unloading at the end of the holding time. After unloading, the system records the recovery state, using unrecovered displacement, residual strain, and remaining crack opening as residual response data. If a sudden increase in deep displacement, abnormal rise in pore pressure, rapid crack propagation, or abnormal anchor cable retraction occurs during loading, the system terminates the current loading level, marks the candidate slip element as a loading-sensitive element, and transmits the abnormal response to the response fingerprint generation stage.

[0024] The segmented drainage from the drainage wells is accomplished collaboratively by the drainage diagnostic well, in-well packers, pore pressure gauges, flow meters, and a water level recovery recording device. The segmentation of the drainage diagnostic wells is determined based on the depth range of candidate slip units, aquifer location, mud zone distribution, and densely fractured areas revealed by the borehole. Packers are used to isolate non-target segments, preventing direct communication between different aquifers during drainage. The drainage intensity is set based on well wall stability, initial water level, pore pressure baseline, and drainage equipment capacity, with the principle of identifiable pore pressure changes without causing well wall collapse. After drainage begins, the system records the pore pressure drop in the target segment, pore pressure changes in adjacent segments, drainage flow rate changes, and pore pressure recovery time after drainage stops. If the pore pressure in the target segment drops and adjacent segments show a delayed change in the same direction, the system records this as a hydraulic connectivity response; if the pore pressure in the target segment does not drop but the pore pressure in deeper segments increases, the system records this as a hydraulic recharge marker, indicating that the drainage path may recharge water to the candidate slip unit. After completing the pumping of a single borehole segment, the system restores the borehole segment to its closed state before proceeding to the next borehole segment for testing. This avoids confusion of response sources caused by continuous pumping of multiple borehole segments. The mechanical disturbance response and the hydraulic disturbance response are respectively equipped with candidate slip element numbers, disturbance locations, disturbance levels, monitoring times, and anomaly markers. When generating subsequent response fingerprints, they can be collected one by one according to the candidate slip elements.

[0025] The slope support analysis system receives monitoring records of the same candidate slip element under both mechanical and hydraulic disturbances, aligning the loading period, drainage period, monitoring point location, and candidate slip element number. The system extracts displacement response, displacement direction, strain response, and residual deformation response from the mechanical disturbance response, and pore pressure response, pore pressure recovery state, synchronous response of adjacent candidate slip elements, and hydraulic recharge marker from the hydraulic disturbance response, combining these fields into a response fingerprint. The response fingerprint characterizes the common response state of candidate slip elements to both types of disturbances. Based on the response fingerprint, the system calculates mechanical activity, hydraulic connectivity, and disturbance cross-verification residuals, identifying candidate slip elements with strong responses and cross-verification levels that meet classification rules as slip cores, and areas with weak responses that can serve as sources of anchoring reaction force as anchoring zones. The slip cores and anchoring zones then proceed to the subsequent support gap matrix generation stage.

[0026] In one embodiment, the response fingerprint is established according to the candidate slip unit number, with each candidate slip unit corresponding to a response record. The data sources for the response records are displacement, strain, crack opening and closing, and pore pressure monitoring data during the graded loading of the test anchor cable, as well as pore pressure drop, pore pressure recovery, linkage between adjacent pore sections, and flow rate change data during the segmented drainage of the drainage holes. Since the duration, sampling frequency, and impact range of the two types of disturbances are different, the system performs time window alignment before generating the response fingerprint. The time window is jointly defined by the start time of the disturbance, the time when the disturbance reaches the stable holding stage, the time when the disturbance is removed, and the time when the response recovery is observed. If a monitoring point has missing data within the disturbance time window, the system does not directly delete the candidate slip unit, but marks it as a response field to be verified, so that the classification result is not determined by a single missing field in the subsequent classification stage.

[0027] Mechanical activity quantities are used to represent the degree to which candidate slip elements participate in slip deformation, and can be determined according to the following formula:

[0028] in, For the first The mechanical activity of each candidate slip element This is the normalized value of the displacement response. This is the normalized value of the strain response. This is the normalized value of the residual deformation response. This is a normalized value where the displacement direction aligns with the bedding direction of the slope. , , , Weights are assigned based on the slope safety level, the reliability of monitoring data, and the engineering focus. In slopes with significant deep slippage control, larger weights can be assigned to displacement response and residual deformation response. In slopes with rapid crack propagation or significant local fracturing, larger weights can be assigned to strain response. Each normalized value is dimensionless using the baseline and maximum responses within the same monitoring batch to avoid direct superposition of data with different dimensions.

[0029] Hydraulic connectivity is used to represent the degree to which candidate slip elements are affected by pore pressure conduction and hydraulic recharge, and can be determined according to the following formula:

[0030] in, For the first Hydraulic connectivity of candidate sliding units This is the normalized value of the pore pressure response. This is the normalized value for the pore pressure recovery state. This is the normalized value of the synchronization response of adjacent candidate sliding elements. The normalized value of the hydraulic replenishment marker. , , , The weight is used for calculation. The hydraulic recharge marker indicates a situation where the target borehole section is not depressurized during pumping, but adjacent or deeper borehole sections experience enhanced recharge; therefore, it is deducted when calculating hydraulic connectivity. After the system completes the calculation of mechanical activity and hydraulic connectivity, it transfers both, along with the response fingerprint, to the slip core and anchorage zone partitioning process.

[0031] In one embodiment, the division between the slip core and the anchoring zone is not determined directly using a single response threshold, but rather by combining mechanical activity, hydraulic connectivity, and disturbance cross-verification residuals as classification criteria. The disturbance cross-verification residuals, used to represent the degree of deviation between the mechanical activity state and the hydraulic connectivity state of the same candidate slip element, can be determined according to the following formula:

[0032] in, For the first The perturbation-verified residuals of each candidate slip element For the first The mechanical activity of each candidate slip element For the first The hydraulic connectivity of each candidate slip element. Mechanical activity and hydraulic connectivity are converted to the same numerical range before being included in the residual calculation to ensure comparability. A smaller disturbance cross-verification residual indicates a more consistent assessment of the responses of mechanical and hydraulic disturbances to the same candidate slip element; a larger disturbance cross-verification residual indicates that the candidate slip element may be controlled by only a single disturbance, or that there are abnormal monitoring data, incorrect borehole connectivity, or unreached loading paths.

[0033] When classifying candidate slip units, the system sets classification conditions for mechanical activity, hydraulic connectivity, and disturbance cross-verification residuals. These classification conditions are not fixed as absolute values ​​but are determined based on historical observation data of the slope, the response distribution of candidate slip units in the same batch, the accuracy of monitoring equipment, and the engineering safety level. For slopes lacking historical monitoring data, the system uses the statistical distribution of the stable response region in the same batch of disturbance tests as the initial benchmark, and the classification conditions are corrected by on-site verification records. The classification conditions are used to delineate the constrained slip core and anchorage zone and cannot be output as the sole result of the support design.

[0034] When a candidate slip element exhibits both high mechanical activity and high hydraulic connectivity, and the disturbance cross-verification residual is within acceptable limits, the system classifies it as a slip core. A slip core indicates that the spatial element has already demonstrated coordinated activity characteristics under both mechanical and hydraulic disturbances, and it subsequently needs to be entered into the support gap matrix to determine shear interception requirements, tensile closure requirements, and pore pressure release requirements. If a candidate slip element has high mechanical activity but low hydraulic connectivity, the system retains its slip core candidate status and marks it in the classification record as primarily controlled by structural deformation; this marking is used to add weight to the shear interception requirement in the subsequent support gap matrix. If the hydraulic connectivity is high but the mechanical activity is low, the system records it as a pore pressure sensitive element, not directly as the main slip core output, but it participates in the judgment of subsequent pore pressure release requirements.

[0035] The delineation of anchorage zones is based on low mechanical activity, low hydraulic connectivity, and low residual deformation, and is further validated by considering rock mass integrity, borehole exposure, and construction accessibility. If a candidate slip unit or adjacent geological unit exhibits small response amplitude, stable recovery state, and no obvious hydraulic recharge markers under both types of disturbances, the system can classify it as an anchorage zone. An anchorage zone does not indicate that the area is completely risk-free, but rather that it can serve as a candidate area for anchor cable anchorage reaction under the current disturbance level and monitoring conditions. The system outputs the spatial boundaries, classification criteria, and data reliability markers of the slip core, pore pressure sensitive units, and anchorage zones, and then transmits the slip core and anchorage zones to the support gap matrix generation stage.

[0036] After receiving the slip core and anchorage zone, the slope support analysis system correlates the spatial boundary, displacement gradient, residual deformation, pore pressure response, and hydraulic recharge markers of the slip core with the spatial location, rock mass integrity, and construction accessibility of the anchorage zone. For each slip core, the system determines shear interception gaps, tensile force closure gaps, pore pressure release gaps, and construction disturbance gaps, forming a support gap matrix. This matrix represents the needs of the slip core in terms of pile interception, anchor cable force transmission, pore pressure control, and construction disturbance constraints that have not yet been eliminated by the support system. Based on the support gap matrix, the system selects candidate nodes for anti-slip piles, candidate paths for anchor cables, and anchorage reaction nodes within the anchorage zone, constructing a layered path from the slip core to the anchorage zone. After verifying the shear interception relationship, tensile force transmission relationship, and anchorage reaction relationship, the system determines the closed-loop force flow path and transmits this path to the pre-locking construction stage of the anti-slip piles and anchor cables.

[0037] In one embodiment, the support gap matrix is ​​established using a single slip core as the basic record object. The slope support analysis system is the first... The following matrix is ​​constructed using glide kernels:

[0038] In the formula, For the first The support gap matrix of a sliding core To cut and intercept the gap, To close the notch with tension, This is a pore pressure release notch. This refers to the construction disturbance gap. The shear interception gap is determined by the displacement difference, displacement change direction, and residual deformation response of monitoring points on both sides of the slip core. It indicates the degree to which the slip core needs to have its bedding deformation cut off by anti-slide piles. The more concentrated the displacement gradient, the more difficult it is to recover the residual deformation, and the higher the level of the shear interception gap. If the displacement response is discretely distributed and the residual deformation is small, the shear interception gap remains at a low level.

[0039] The tension closure gap is determined by the accessibility of the anchor cables between the slip core and the anchorage zone. The accessibility is determined based on the spatial distance from the slip core to the anchorage zone, the allowable inclination angle of the anchor cables, the integrity of the strata traversed, the location of the construction platform, and the available length of the anchorage section. If the anchor cables can enter the anchorage zone from the candidate anti-slip pile location, and the force transmission direction can form a tensile constraint with the main displacement direction of the slip core, the tension closure gap is reduced. If there are fractured zones, water-rich zones, or areas with limited construction angles in between, the tension closure gap is increased, and additional backup anchor cable candidate paths are required during subsequent path construction.

[0040] The pore pressure release gap is determined jointly by the pore pressure response and the hydraulic recharge marker. The pore pressure response represents the magnitude of pore pressure change and recovery status near the slip core during pumping or disturbance, while the hydraulic recharge marker indicates whether external water is supplying the slip core during pumping. If the pore pressure recovers rapidly after a drop, or if the hydraulic recharge marker shows a persistent recharge path, the pore pressure release gap remains at a high level. Subsequent paths cannot rely solely on pile-anchor force transmission for closure; drainage or isolation measures are also required. The construction disturbance gap is determined by the spatial distance between the proposed construction action and the slip core, the type of construction load, the drilling disturbance range, the scale of clearing and unloading, and the exposure time. The construction disturbance gap constrains the allowable amount of subsequent excavation, preventing premature clearing and unloading before a stable resistance path has been formed in the slip core. After the system completes the assessment of the four types of gaps, the support gap matrix is ​​bound to the spatial boundary of the slip core as input for generating the force flow closure path.

[0041] In one embodiment, the force flow closed path is organized according to a layered path. The slope support analysis system selects candidate nodes for anti-slide piles based on the leading edge of the slip core with high shear interception gap, the abrupt change zone of displacement gradient, and the concentrated deformation zone at the toe of the slope in the support gap matrix; it generates candidate paths for anchor cables between the candidate nodes for anti-slide piles and the anchorage zone based on the tensile force closure gap and the accessibility relationship of the anchor cables; within the anchorage zone, it selects locations with good rock mass integrity, weak pore pressure response, and satisfactory construction accessibility as anchorage reaction nodes. The anchorage reaction nodes are used to receive the tensile force transmitted by the anchor cables and are not used as separate support components, but rather as spatial locations within the anchorage zone where the anchor cables can generate reaction forces.

[0042] A single hierarchical path can be represented as:

[0043] In the formula, For the first Layered paths of a slip core, For the first A slip core, For the first Candidate nodes for anti-slide piles For the first Candidate paths for anchor cables For the first There are several anchorage reaction nodes. This layered path describes the force transmission sequence between the slip core, anti-slip piles, anchor cables, and anchorage zones. When constructing the layered path, the system first checks whether a shear interception relationship exists between the slip core and the candidate nodes of the anti-slip piles. A shear interception relationship requires that the candidate nodes of the anti-slip piles are located at the leading edge or deformation transition zone of the slip core's principal displacement direction, and that the pile body can pass through the slip control layer into relatively stable strata. If the candidate node of the anti-slip piles is located at the trailing edge of the slip core or cannot intercept the principal displacement direction, the candidate node will not enter the valid layered path.

[0044] After verifying the shear interception relationship, the system checks the tensile force transfer relationship between the candidate nodes of the anti-slide piles and the candidate paths of the anchor cables. The tensile force transfer relationship requires that the candidate paths of the anchor cables extend from near the candidate nodes of the anti-slide piles towards the anchorage zone and form an effective tensile component with the main displacement direction of the slip core. If the candidate paths of the anchor cables pass through cement-rich zones, strongly fractured zones, or construction-restricted zones, the system marks the path as a restricted path and retains it as a path to be verified only when no other feasible paths are available. The anchorage reaction force relationship is used to verify whether the end of the candidate path of the anchor cable enters the area where the anchorage reaction force node is located, and whether this area exhibits low displacement response, low pore pressure response, and small residual deformation during the disturbance identification stage. Only layered paths that simultaneously satisfy the shear interception relationship, tensile force transfer relationship, and anchorage reaction force relationship are determined as closed force flow paths. After the closed force flow path is determined, the system outputs the location of the candidate nodes of the anti-slide piles, the direction of the candidate paths of the anchor cables, the range of the anchorage reaction force nodes, and the path verification status, and transmits these results to the pre-locking construction stage.

[0045] After receiving the closed-loop force flow path, the slope support construction control system transforms the candidate nodes of anti-slide piles in the path into on-site pile position control points, and the candidate paths of anchor cables into anchor cable drilling direction, incident position, and anchorage section control range. Construction equipment completes anti-slide pile drilling, reinforcement cage installation, and concrete pouring according to the pile position control points, and completes anchor cable drilling, anchor cable installation, and anchorage section grouting along the anchor cable candidate paths. After the anti-slide piles and anchor cables reach the allowable loading conditions, the on-site tensioning equipment applies a verification load to the anchor cables. The monitoring system simultaneously collects the slip core displacement, anti-slide pile strain, anchor cable retraction, and slip core pore pressure, forming a verification load response. The verification load response enters the support gap matrix update stage, used to determine whether the pre-locking construction has actually formed an effective force path.

[0046] In one embodiment, the pre-locking construction is based on the closed-loop force flow path output in the previous stage. The construction control system projects candidate nodes of anti-slide piles into the field measurement control network and verifies the pile positions in conjunction with the construction platform, pile diameter, pile length, slip core burial depth, and anchor cable intersection position. The pile position verification does not change the basic force transmission relationship of the closed-loop force flow path; it is only used to handle local deviations caused by on-site obstacles, uneven slopes, temporary roads, or existing structures. If the verified pile position deviates from the leading edge of the main displacement direction of the slip core, or cannot pass through the slip control layer to enter a relatively stable stratum, the system marks the pile position as a pile position to be adjusted and returns to the closed-loop force flow path correction stage, without proceeding to the pre-locking construction. If the pile position meets the interception conditions, the on-site construction equipment completes the anti-slide pile construction and arranges strain monitoring elements on the pile body to record and prove the force changes in the pile body during loading.

[0047] Anchor cable construction uses the candidate anchor cable path as the control line. Construction personnel determine the drilling inclination angle, azimuth angle, entry point, and anchorage section range based on the candidate path. The anchorage section location should enter the previously defined anchorage zone and avoid highly water-rich sections, continuous areas of muddy interlayers, and confirmed slip core boundaries. After drilling is completed, the construction control system compares the drilling trajectory with the candidate anchor cable path; if the deviation is within the allowable construction range, anchor cable installation, grouting, and curing continue; if the deviation exceeds the allowable range, the loading of the corresponding anchor cable is suspended, and the ability of the anchor cable to transmit tension to the anchorage zone is reassessed based on the direction of deviation. The allowable construction range is determined based on the anchor cable length, borehole inclination measurement accuracy, anchorage zone spatial range, and design safety level, and is used to constrain the degree of deviation between the anchor cable path and the closed force flow path.

[0048] The loading process was conducted only after the concrete strength of the anti-slide piles, the grout strength of the anchorage section, and the condition of the monitoring equipment met the loading conditions. The on-site tensioning equipment applied tension to the anchor cables in a graded loading manner. Before each loading stage, the baseline of the slip core displacement, the baseline of the anti-slide pile strain, the initial retraction of the anchor cables, and the baseline of the slip core pore pressure were recorded. During the loading period, the monitoring system recorded changes in slip core displacement, anti-slide pile strain, anchor cable retraction, and slip core pore pressure at a set sampling frequency. The sampling frequency was determined based on the slope deformation rate, sensor accuracy, and loading holding time; when the slope was in a high pore pressure state after rainfall or when the residual deformation of the slip core was large, the sampling frequency was increased, and the recovery observation time after unloading was extended. If, during the loading process, the slip core displacement continuously increased, the anti-slide pile strain experienced a concentrated abrupt change, the anchor cable retraction increased abnormally, or the slip core pore pressure rose rapidly, the construction control system stopped the current loading level, recorded the abnormal response in the loading response, and restricted subsequent clearing and unloading permissions.

[0049] The load response is derived from four types of data. The slip core displacement response determines whether anchor tensioning induces a controllable convergence trend in the slip core; the anti-slip pile strain response determines whether the anti-slip pile participates in shear interception; the anchor cable retraction response determines whether abnormal slippage exists in the anchored and free sections of the anchor cable; and the slip core pore pressure response determines whether loading induces an increase in pore pressure or changes in hydraulic recharge. The system binds these four types of responses according to the same anchor cable number, anti-slip pile number, slip core number, and load level, generating a load response record. This record is not output as a separate acceptance conclusion but is passed to the support gap matrix update stage to offset or add shear interception gaps, tension closure gaps, pore pressure release gaps, and construction disturbance gaps.

[0050] After receiving the proof loading response, the slope support construction control system maps the changes in slip core displacement, anti-slide pile strain, anchor cable retraction, and slip core pore pressure to the shear interception gap, tensile closure gap, pore pressure release gap, and construction disturbance gap in the support gap matrix, respectively. If the slip core displacement tends to converge after proof loading, the anti-slide pile strain distribution is consistent with the preset interception path, the anchor cable retraction is within the allowable range, and the pore pressure does not rise abnormally, the system lowers the corresponding gap level; if displacement amplification, strain concentration abrupt change, abnormal anchor cable retraction, or pore pressure increase occurs, the system raises the corresponding gap level. The updated support gap matrix is ​​used to determine the remaining shear interception margin, remaining tensile closure margin, remaining pore pressure release margin, and remaining construction disturbance gap, and generates the excavation permit. The excavation permit enters the clearing and unloading control stage, used to limit the unloading scale and construction sequence of the blocks to be cleared.

[0051] In one embodiment, after the loading response enters the system, the system aggregates it according to the slip core number, anti-slip pile number, anchor cable number, and loading level to avoid mixing response data from different slip cores or different anchor cable paths. The slip core displacement change is used to determine the shear interception state. When the displacement rate of the slip core along the main slip direction decreases after anchor cable loading, or the residual displacement increment is lower than the baseline increment of the unloaded observation section in the same batch, the system determines that the anti-slip pile and anchor cable combination has effectively constrained the slip core and reduces the shear interception gap. If the slip core displacement continues to increase during the loading holding phase, or the residual displacement continues to expand after unloading, the system does not reduce the shear interception gap but increases the construction disturbance gap. The anti-slip pile strain change is used to verify whether the pile body participates in shear interception. The strain response should be continuously distributed along the force path of the pile body and have a spatial correspondence with the slip core position; if the strain concentration occurs at an unexpected depth, or there is a sudden change in local strain but the slip core displacement is not suppressed, the system marks the response as an abnormal interception response and does not use it as a basis for deducting the shear interception gap.

[0052] Anchor cable retraction changes are used to determine the tension closure status. If the anchor cable retraction changes are stable during the load holding phase and the rebound after unloading matches the loading level, the system considers the anchor cable to be able to transfer the force of the anti-slide pile to the anchorage zone and reduces the tension closure gap. If the anchor cable retraction continues to increase, the retraction is abnormal after locking, or the retraction relationship between different loading levels is discontinuous, the system increases the tension closure gap and marks the corresponding anchor cable path as a path to be verified. Slip core pore pressure changes are used to determine the pore pressure release status. If the pore pressure does not continuously increase during loading, or if the pore pressure can recover to near the observation baseline after loading, the system maintains or decreases the pore pressure release gap; if the pore pressure increase occurs synchronously with the displacement change, or if loading causes adjacent water-rich zones to replenish the slip core, the system increases the pore pressure release gap and requires additional drainage or sealing treatment before subsequent clearing and unloading.

[0053] The updated support gap matrix is ​​used to calculate the excavation allowance. For the first... For a slip core, the excavation allowance can be determined using the following relationship:

[0054] in, For the first Excavation permit amount corresponding to each slip core For the remaining shear cutoff margin, This represents the remaining tension closure margin. This is to allow for the release of remaining pore pressure. The remaining construction disturbance gap is defined as follows: The remaining shear interception margin is determined by the state after the shear interception gap is subtracted from the load response; the remaining tensile closure margin is determined by the state after the tensile closure gap is subtracted from the anchor cable retraction response and the anti-slide pile strain response; the remaining pore pressure release margin is determined by the state after the pore pressure release gap is subtracted from the pore pressure response; the remaining construction disturbance gap is determined by the influence of clearing and unloading, drilling disturbance, construction load, and exposure time on the slip core. The minimum value is used to reflect the short-plate control principle, i.e., if any link in pile interception, anchor cable force transmission, or pore pressure release is insufficient, the excavation allowable amount is limited; when the result of subtracting the remaining construction disturbance gap from the minimum value is less than 0, the excavation allowable amount is determined to be zero. Subtracting the remaining construction disturbance gap is used to prevent the construction actions themselves from offsetting the already formed support margin.

[0055] The excavation allowance is not a fixed construction parameter but changes with the verification loading response and support gap matrix updates. The system compares the excavation allowance with the disturbance consumption of the block to be cleared, which is determined by the block volume, unloading depth, distance from the slip core, slope exposure time, temporary drainage conditions, and construction equipment load. If the excavation allowance is less than the disturbance consumption of the block to be cleared, the system does not release the construction command for that block and locates the deficiency in the remaining shear cutoff margin, remaining tensile closure margin, remaining pore pressure release margin, or remaining construction disturbance gap. If the deficiency comes from the remaining shear cutoff margin, the system returns to the force flow closed path, supplements the anti-slide pile candidate node, or adjusts the pile position; if the deficiency comes from the remaining tensile closure margin, the system adjusts the anchor cable path or supplements the anchor cable loading verification; if the deficiency comes from the remaining pore pressure release margin, the system adds drainage or isolation treatment; if the deficiency comes from the remaining construction disturbance gap, the system narrows the scope of the block to be cleared or adjusts the construction sequence. After completing the above processing, the system updates the support gap matrix and redetermines the excavation allowance, so that the clearing and unloading stage is only performed under the condition that sufficient support margin has been formed.

[0056] After receiving the excavation permit and the data of the blocks to be cleared, the slope support construction control system compares the disturbance consumption of the blocks to be cleared with the excavation permit. The disturbance consumption is determined based on the clearing range, unloading depth, distance from the slip core, construction exposure time, and temporary drainage status, and is used to characterize the disturbance impact of the clearing action on the slip core. When the disturbance consumption does not exceed the excavation permit, the system releases the corresponding clearing command and collects the slip core displacement, pore pressure change, anti-slide pile strain, and anchor cable retraction during the clearing process to form the clearing unloading response. The system corrects the force flow closed path based on the clearing unloading response. If there are still unclosed positions in the path, it determines the anti-slide pile nodes and anchor cable paths to be supplemented, and judges whether the support has reached the convergence condition through supplementary proof loading. The path that meets the convergence condition is used as the target force flow closed path to complete the support construction.

[0057] In one embodiment, the blocks to be cleared are divided by the slope protection construction control system based on construction zones, slip core boundaries, and on-site work surfaces. Each block is recorded with its spatial extent, design unloading depth, slope exposure duration, adjacent slip core numbers, temporary drainage conditions, and construction equipment load levels. The disturbance consumption is determined by comprehensively considering the above data. Its value is not based on fixed construction experience, but rather on the sensitivity of the slip core to unloading disturbances and the results of prior loading verification. In areas with large slip core displacement responses, rapid pore pressure recovery, or high construction disturbance gaps, the disturbance consumption of the blocks to be cleared is determined according to stricter rules. In areas with stable slip core responses, sufficient pore pressure release margins, and continuous strain distribution of anti-slide piles, the disturbance consumption can be determined according to conventional construction safety reserves. This value is only used for determining clearance permission and is not directly output as a stability conclusion.

[0058] When the system determines that the disturbance consumption does not exceed the excavation allowance, it sends a clearing and unloading command to the on-site construction equipment, specifying the clearing range, layer thickness, single operation duration, and temporary drainage maintenance conditions. During construction, the monitoring system continuously records the clearing and unloading response. The slip core displacement response is used to determine whether unloading causes the slip core to reactivate; the pore pressure response is used to determine whether the clearing exposed surface causes water to replenish the slip core; the anti-slide pile strain response is used to determine whether the existing anti-slide piles continue to bear shear interception; and the anchor cable retraction response is used to determine whether the anchor cable force transmission path has become loose or the anchoring section is abnormal. If, during the clearing process, the displacement continues to increase, the pore pressure rises synchronously, the pile strain changes abruptly, or the anchor cable retraction exceeds the control limit, the system suspends subsequent clearing blocks associated with the same slip core and writes the abnormal response into the force flow closed path correction process.

[0059] During the force flow closed-loop path correction, the system compares the unloading response of the clearing block with the original slip core, anti-slide pile nodes, anchor cable paths, and anchorage reaction nodes. If the slip core displacement increases and the anti-slide pile strain does not generate an effective response, the system adds anti-slide pile nodes at the leading edge of the slip core's main displacement direction or in the deformation transition zone. If the anti-slide pile strain generates a response but the anchor cable retraction is abnormal, the system adds a supplementary anchor cable path near the original anchor cable path or adjusts the depth range of the anchorage section entering the anchorage zone. If the pore pressure response indicates that there is a replenishment enhancement after clearing, the system retains the force flow closed-loop path correction result and uses adjacent drainage or isolation treatment as a constraint condition before the clearing block continues to be released. After the supplementary anti-slide pile nodes and supplementary anchor cable paths are determined, the construction equipment performs supplementary support construction according to the corrected path and applies a proof load to the supplementary anchor cables. The supplementary proof load response records the slip core displacement response, slip core pore pressure response, anti-slide pile strain response, and anchor cable retraction response. The support convergence condition consists of the control limits of the above-mentioned responses. The control limits are set according to the design safety level, the accuracy of the monitoring equipment, the response level of the stable zone in the same batch, and the risk level of the construction stage. When it is confirmed that the loading responses are all within the control limits, the system will determine the closed path of the force flow after the supplementary support as the target closed path of the force flow, and output the target closed path of the force flow, the completed anti-slide pile nodes, the completed anchor cable paths, and the cleared area as the basis for the completion of the support construction.

[0060] In one embodiment, the slope to be treated is a bedding slope of red bed soft rock, located between kilometer markers K12+480 and K12+560, with a slope height of approximately 36m. The overall dip of the rock strata is close to the dip of the slope surface. Local shear bulging has appeared at the toe of the slope, and multiple tension cracks have developed at the rear edge. Three exploration boreholes, ZK01, ZK02, and ZK03, were set up on site, along with four borehole pressure monitoring points, P-01 to P-04, and three deep displacement monitoring points, I-01 to I-03. The opening and closing of the slope surface crack CR-03 and the horizontal displacement of GNSS-01 were also collected. After receiving the above data, the slope support construction control system integrates the geological structure, weak interlayers, crack development status, groundwater occurrence status, and deformation monitoring information into the same profile coordinate system.

[0061] like Figure 2 As shown, the system generates candidate slip unit annotation results for the treatment section. Figure 2 The upper part is the spatial labeling of the landslide profile. Boreholes ZK01 to ZK03 are used to locate weak interlayers, water-rich zones, fractured zones at the toe of the slope, and intact sandstone sections. The legend on the right is used to explain the graphic symbols of the surface line, potential slip surface, boreholes and monitoring points, slope cracks, and candidate slip units. Candidate slip units are represented by blank rounded rectangles with "XX-xx" written on them, which correspond to the labeling format of CS-01, CS-02, CS-03, CS-04, and AK-01 in the profile. Figure 2The lower part shows the candidate slip element field structure, including element number, trigger field, monitoring association, and verification mark. CS-01 corresponds to the weak interlayer at a depth of approximately 18m in borehole ZK02 and the pore pressure observation point P-02, and is marked as a key identification point; CS-02 corresponds to the rear edge tension zone CR-03 and GNSS-01, and is marked as tension zone verification; CS-03 corresponds to the slope toe fracture zone at a depth of approximately 11m in borehole ZK03 and the deep displacement point I-03; CS-04 corresponds to the water-rich zone reflected by both P-01 and P-04; AK-01 corresponds to the intact sandstone section at a depth of approximately 24m in borehole ZK03 and is considered a candidate for anchorage zone. This figure is generated by overlaying borehole logging, pore pressure observation records, slope crack mapping, and deep displacement observation data. The element number and monitoring association field in the figure are included in the subsequent disturbance response collection process.

[0062] For CS-01 to CS-04 and AK-01, the system applied two types of disturbances. Mechanical disturbances involved graded loading of the test anchor cables, with loading levels set at 20%, 35%, and 50% of the expected design tension, each held for 20 minutes. Hydraulic disturbances involved segmented drainage from the drain holes, with the target hole segment drained for 60 minutes, and the recovery status recorded after drainage stopped. Loading and drainage were not directly used as support conclusions but were used to form response fingerprints for candidate slip elements. The system recorded the displacement response, displacement direction, strain response, and residual deformation response of each candidate slip element under mechanical disturbances, and the pore pressure response, pore pressure recovery status, synchronous response of adjacent candidate slip elements, and hydraulic recharge markers for each candidate slip element under hydraulic disturbances. All fields were normalized to the 0-1 range, with the normalization benchmark determined by the response values ​​and maximum response values ​​of the stable region in this batch of observations.

[0063] like Figure 3 As shown, the response fingerprints are displayed in matrix form. Figure 3 The horizontal fields include displacement, direction, strain, residual, pore pressure, recovery, synchronization, replenishment, mechanical quantities, hydraulic quantities, and cross-verification residuals. The vertical objects are CS-01, CS-02, CS-03, CS-04, and AK-01. CS-01 has a displacement response of 0.82, a displacement direction response of 0.91, a strain response of 0.75, a residual deformation response of 0.78, a pore pressure response of 0.70, a pore pressure recovery state of 0.68, a synchronization response of 0.72 for adjacent elements, and a hydraulic replenishment marker of 0.10. Based on these fields, the system obtains the mechanical activity quantity of CS-01 as 0.810, the hydraulic connectivity as 0.663, and the cross-verification residual as 0.147. CS-03 has a mechanical activity quantity of 0.746, a hydraulic connectivity as 0.557, and a cross-verification residual as 0.189. The mechanical activity of AK-01 is 0.162, the hydraulic connectivity is 0.178, the mutual verification residual is 0.016, and the residual deformation response and pore pressure response are both in the low range.

[0064] Mechanical activity is obtained by weighting displacement response, displacement direction, strain response, and residual deformation response. The weights are determined by the reliability of the monitoring equipment, the slope safety level, and the focus of this stage. Strain and displacement responses are used to determine the degree of slip participation, residual deformation response is used to determine the recovery capacity after unloading, and displacement direction is used to determine whether the response develops along the bedding direction. Hydraulic connectivity is determined by pore pressure response, pore pressure recovery state, synchronous response of adjacent candidate slip units, and hydraulic recharge markers. Hydraulic recharge markers serve as a deduction item to identify potential recharge enhancements caused by the pumping process. The cross-validation residual is determined by the difference between mechanical activity and hydraulic connectivity, representing the consistency of judgments regarding the same candidate slip unit for both types of disturbances. The system identifies CS-01 and CS-03 as slip cores and AK-01 as an anchorage zone; CS-02 is marked as a structural slip core, and CS-04 is marked as a pore pressure-sensitive verification object. Structural slip cores and pore pressure sensitive verification objects do not leave the subsequent process and enter the auxiliary judgment of shear interception gaps and pore pressure release gaps, respectively.

[0065] The system generates a support gap matrix based on the slip core and anchorage zone. For CS-01, the system determines the shear cutoff gap to be 0.72 based on the displacement gradient and residual deformation response; the tension closure gap to be 0.58 based on the anchor cable reachability relationship between CS-01 and AK-01; the pore pressure release gap to be 0.61 based on the pore pressure response and hydraulic recharge markers; and the construction disturbance gap to be 0.26 based on the spatial disturbance relationship between the planned clearing and drilling operations and CS-01. For CS-03, the shear cutoff gap is 0.64, the tension closure gap is 0.71, the pore pressure release gap is 0.48, and the construction disturbance gap is 0.32. Although CS-04 is not used as a primary slip core, its pore pressure release gap is 0.73, and drainage or isolation constraints need to be maintained before subsequent clearing and unloading.

[0066] like Figure 4 As shown, the support gap matrix is ​​located at the top of the graph. The color depth indicates the size of the gap value. The values ​​in the matrix are directly derived from the response fingerprint, slip core deformation state, pore pressure response, and anchor cable reachability assessment. Figure 4The lower part represents the closed force flow path, with nodes including slip cores CS-01 and CS-03, anti-slide pile nodes P-02 and P-03, anchor cable paths A-02 and A-04, and anchorage reaction force nodes R-01 and R-02. CS-01 connects to R-01 via P-02 and A-02, forming one closed force flow path; CS-03 connects to R-02 via P-03 and A-04, forming another closed force flow path. The shear interception, tensile force transmission, and anchorage reaction force values ​​on the arrows in the figure represent the relational weights in the layered paths, respectively. This figure is generated from the support gap matrix, anti-slide pile candidate nodes, anchor cable candidate paths, and the spatial range of the anchorage zone. The path fields in the figure are used to guide the construction location of anti-slide piles and the drilling direction of anchor cables.

[0067] During the construction phase, anti-slide piles were pre-locked at positions P-02 and P-03, and anchor cables were installed along A-02 and A-04. After the anti-slide pile construction was completed and the allowable loading conditions were met, a verification load was applied to A-02 and A-04. Taking the path corresponding to CS-01 as an example, A-02 was held at 50% of the design locking force for 20 minutes. The system recorded that the displacement of CS-01 decreased from the active state corresponding to 8.4 mm before loading to the equivalent response of 3.1 mm after loading, and the peak strain of the pile body at P-02 was 410. The A-02 anchor cable retraction is 4.2 mm, and the CS-01 pore pressure increment is 2.0 kPa. These data are used to verify the loading response. Based on this, the system deducts from the support gap matrix, updating the remaining shear cutoff margin of CS-01 to 0.42, the remaining tensile force closure margin to 0.36, the remaining pore pressure release margin to 0.31, and the remaining construction disturbance gap to 0.12. The excavation allowance is determined to be 0.19 according to the shortest-board control principle, i.e., taking the minimum value of 0.31 among the three types of remaining margins, and deducting the remaining construction disturbance gap of 0.12.

[0068] The cleared blocks are divided into E-01 to E-04. E-01 is a small block at the toe of the slope, with a disturbance consumption of 0.11; E-02 is located above CS-01, with a disturbance consumption of 0.17; E-03 is located at the leading edge of CS-03, with a disturbance consumption of 0.24; E-04 is adjacent to the water-rich zone, with a disturbance consumption of 0.22. The disturbance consumption is determined by the cleared volume, unloading depth, distance from the slip core, and slope exposure time. Figure 5 As shown above, the excavation permit quantity is 0.19. The disturbance consumption of E-01 and E-02 is no greater than 0.19, and the system allows execution. The disturbance consumption of E-03 and E-04 is greater than 0.19, and the system temporarily suspends the release of the corresponding clearing instructions. Figure 5 The height of the upper column indicates the amount of disturbance consumed by each cleared block, the dashed line indicates the excavation permit, and the permitted zone and the deferred zone are determined by the comparison between the two.

[0069] After executing E-02 unloading, the system collected the unloading response. The displacement of CS-01 changed from 3.6 mm to 4.0 mm, the pore pressure increment was 1.8 kPa, and the pile strain increment of P-02 was 35 kPa. The A-02 anchor cable retraction increment was 0.6mm, and the system determined that the original force flow closed path remained effective. The review record for CS-03 showed that after unloading, the displacement reached 6.8mm, the pore pressure increment was 4.9kPa, and the strain response of P-03 was insufficient, indicating that the path corresponding to CS-03 was not completely closed. Based on this, the system corrected the force flow closed path by adding an anti-slide pile node P-04 at the leading edge of CS-03 and adding an anchor cable path A-05. After the supplementary support was completed, a verification loading was performed on A-05. The CS-03 displacement response was 2.8mm, the pore pressure increment was 3.2kPa, and the anchor cable retraction was 3.6mm, all of which met the control limits. Figure 5 As shown in the lower part, the clear block number, sliding core number, response increment, supplementary node and control limit status are written back according to the process relationship. The clear block response is not stored as an independent record, but is used to drive the force flow closed path correction and supplementary support determination.

[0070] After completing the supplementary proof loading, the system determines the CS-01—P-02—A-02—R-01 path corresponding to CS-01, and the CS-03—P-03, P-04—A-04, A-05—R-02 paths corresponding to CS-03 as the target force flow closed paths. The final output includes the target force flow closed paths, the constructed anti-slide pile nodes P-02, P-03, and P-04, the constructed anchor cable paths A-02, A-04, and A-05, the completed cleared blocks E-01 and E-02, and the verification status of the temporarily suspended cleared blocks E-03 and E-04. In this embodiment, the screening results of candidate slip units enter the dual-perturbation mutual proof calculation, the response fingerprint enters the slip core and anchorage zone division, the support gap matrix determines the force flow closed path, the proof loading response determines the excavation allowance, and the clearing unloading response determines the path correction and supplementary support construction, forming a closed loop from data identification to support completion.

[0071] It should also be noted that the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0072] The various embodiments in this invention are described in a progressive manner. Similar or identical parts between embodiments can be referred to mutually. Each embodiment focuses on describing the differences from other embodiments. In particular, the system embodiments are basically similar to the method embodiments, so the description is relatively simple; relevant parts can be referred to the descriptions in the method embodiments.

Claims

1. A precise construction method for anti-slide pile-anchor cable combined support for landslide geological disasters, characterized in that, The method includes: Obtain candidate sliding units; Mechanical and hydraulic disturbances are applied to the candidate sliding unit to obtain the mechanical disturbance response and the hydraulic disturbance response; A response fingerprint is generated based on the mutual verification relationship between the mechanical disturbance response and the hydraulic disturbance response, and the slip core and anchorage zone are determined based on the response fingerprint; A support gap matrix is ​​generated from the slip core and the anchorage zone, and a closed path for force flow is determined. The anti-slide piles and anchor cables were pre-locked according to the described closed force flow path, and the loading response was verified. The support gap matrix is ​​updated by the load response and the excavation allowance is determined. According to the excavation permit, clearing and unloading are performed to obtain the clearing and unloading response; the force flow closed path is corrected by the clearing and unloading response, and if there are unclosed positions in the corrected force flow closed path, supplementary support is performed according to the corrected force flow closed path to complete the support.

2. The method according to claim 1, characterized in that, The candidate slip unit includes: Based on the geological structure, weak interlayers, crack development status, groundwater occurrence status, and deformation observation information of the landslide slope, the landslide slope is spatially divided to obtain multiple geological units. Geological units with weak interlayers, muddy zones, unloading cracks, water-rich zones, slope toe fracture zones, or rear edge tensile zones are identified as candidate slip units.

3. The method according to claim 2, characterized in that, The process of applying mechanical and hydraulic disturbances to the candidate sliding unit to obtain mechanical disturbance responses and hydraulic disturbance responses includes: The mechanical disturbance response was obtained by applying graded loading of the test anchor cable to the candidate slip unit; The hydraulic disturbance response is obtained by applying drainage holes to the candidate sliding unit in stages.

4. The method according to claim 3, characterized in that, The generation of a response fingerprint based on the mutual verification relationship between the mechanical disturbance response and the hydraulic disturbance response includes: The displacement response, displacement direction, strain response, and residual deformation response of the candidate slip element are determined based on the mechanical disturbance response. Based on the hydraulic disturbance response, the pore pressure response, pore pressure recovery state, synchronization response of adjacent candidate slip units, and hydraulic replenishment marker of the candidate slip unit are determined. The response fingerprint is generated based on the displacement response, the displacement direction, the strain response, the residual deformation response, the pore pressure response, the pore pressure recovery state, the synchronization response, and the hydraulic replenishment marker.

5. The method according to claim 4, characterized in that, The step of determining the slip core and anchorage region based on the response fingerprint includes: The mechanical activity and hydraulic connectivity are determined based on the response fingerprint. The disturbance cross-verification residual is determined based on the difference between the mechanical activity quantity and the hydraulic connectivity quantity, and the disturbance cross-verification residual is used to indicate the degree of cross-verification between mechanical disturbance and hydraulic disturbance. Based on the mechanical activity, the hydraulic connectivity, and the disturbance mutual verification residual, the candidate slip unit is divided into the slip core and the anchoring zone.

6. The method according to claim 5, characterized in that, The generation of the support gap matrix from the slip core and the anchoring zone includes: The shear cut-off notch is determined based on the displacement gradient and residual deformation response of the slip core; The tension closure gap is determined based on the anchor cable reachability relationship between the slip core and the anchoring zone; The pore pressure release gap is determined based on the pore pressure response of the slip core and the hydraulic recharge marker. The construction disturbance gap is determined based on the disturbance relationship between the proposed construction action and the slip core; The support gap matrix is ​​generated based on the shear interception gap, the tensile closure gap, the pore pressure release gap, and the construction disturbance gap.

7. The method according to claim 6, characterized in that, The determination of the closed path of force flow includes: Based on the support gap matrix, candidate nodes for anti-slide piles, candidate paths for anchor cables, and anchor reaction force nodes located in the anchorage zone are determined. A layered path is constructed based on the slip core, the candidate nodes of the anti-slip piles, the candidate paths of the anchor cables, and the anchoring reaction force nodes; Based on the shear interception relationship, tensile force transmission relationship, and anchoring reaction force relationship in the layered path, the force flow closed path is determined.

8. The method according to claim 7, characterized in that, The pre-locked anti-slide piles and anchor cables according to the described closed force flow path, and the resulting proven loading response, include: Anti-slide piles are constructed at candidate nodes of anti-slide piles in the closed path of force flow, and anchor cables are constructed along candidate paths of anchor cables in the closed path of force flow. A proof load is applied to the anchor cable, and the displacement response of the slip core, the strain response of the anti-slip pile, the retraction response of the anchor cable, and the pore pressure response of the slip core are obtained. The proof loading response is generated based on the displacement response of the slip core, the strain response of the anti-slip pile, the retraction response of the anchor cable, and the pore pressure response of the slip core.

9. The method according to claim 8, characterized in that, The step of updating the support gap matrix and determining the excavation allowance by loading the response with the proof includes: The remaining shear interception margin, remaining tensile force closure margin, remaining pore pressure release margin, and remaining construction disturbance gap are determined based on the updated support gap matrix. The excavation allowance is determined based on the remaining shear interception margin, the remaining tensile force closure margin, the remaining pore pressure release margin, and the remaining construction disturbance gap. When the remaining construction disturbance gap exceeds the minimum value among the remaining shear interception margin, the remaining tensile force closure margin, and the remaining pore pressure release margin, the excavation allowance is set to zero.

10. The method according to claim 9, characterized in that, The process involves performing clearing and unloading based on the excavation allowance to obtain a clearing and unloading response; correcting the force flow closed path based on the clearing and unloading response; and, if there are unclosed positions in the corrected force flow closed path, performing supplementary support according to the corrected force flow closed path to complete the support, including: If the disturbance consumption of the block to be cleared is not greater than the excavation allowance, clearing and unloading are performed on the block to be cleared, the clearing and unloading response is obtained, and the force flow closed path is corrected based on the clearing and unloading response. The nodes of anti-slide piles to be added and the paths of anchor cables to be added are determined based on the corrected force flow closed path. Supplementary support construction is performed based on the anti-slide pile nodes to be supplemented and the anchor cable paths to be supplemented, and supplementary proof loading response is obtained; If the supplementary proof loading response satisfies the support convergence condition, the force flow closed path after the supplementary support construction is determined as the target force flow closed path, and the support is completed according to the target force flow closed path. The support convergence condition is used to indicate that the displacement response and pore pressure response of the sliding core, the strain response of the anti-slide pile, and the retraction response of the anchor cable meet the corresponding control limits.

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