A method and system for constructing a BIM model for grouting water plugging operations

Abstract

The present application relates to the technical field of model construction, and particularly relates to a BIM model construction method and system for grouting water plugging operation. The method obtains leakage, gap and grouting construction data and maps them to a BIM coordinate system; candidate gaps around a water point are extracted, and water guide lengths are calculated by comprehensively considering spatial distance, water trace overlapping length, shunt influence and back connection length, so as to accurately lock the main water guide path of the water point; three-dimensional expected plugging ranges of grouting holes are obtained by combining parameters such as grouting hole distance, hole diameter, grouting pressure, volume and back water pressure; the plugging deviation degree is quantified based on the coverage ratio and distance deviation of the main water guide path in the expected plugging range, the grouting holes are classified and marked, and visual display is realized in the BIM model. The present application accurately locks the real water path and evaluates the real plugging efficiency of the grouting hole, effectively solves the problem of disconnection between the model and the actual situation, and provides intuitive three-dimensional spatial logical support for anti-leakage remediation.

Description

Technical Field

[0001] This invention relates to the field of model building technology, specifically to a BIM model building method and system for grouting and water plugging operations. Background Technology

[0002] Grouting is a common method for leakage control and structural reinforcement in underground engineering projects such as tunnels, underground passages, mine roadways, and underground powerhouses. It typically involves determining parameters such as the location and extent of the leakage point, the condition of the lining structure, the distribution of fissures in the surrounding rock, and existing construction data. These parameters include the location of grouting holes, drilling angle, drilling depth, grouting pressure, grouting volume, and grouting sequence. Grout is injected into voids behind the lining, fissures in the surrounding rock, or leakage channels to seal underground water flow and improve the overall waterproofing performance of the structure. In recent years, with the increasing application of BIM (Building Information Modeling) technology in the operation and maintenance and construction management of underground engineering projects, existing technologies are beginning to integrate grouting information with 3D BIM models. This allows for the intuitive representation of multi-dimensional information such as leakage points, grouting hole trajectories, lining structure entities, surrounding rock areas, and grouting construction records within the model. By constructing a BIM model of the grouting and water plugging operation, it is possible to visualize the leakage location, visualize the spatial layout of grouting holes, digitally archive construction process information, and track the subsequent water plugging effect, thereby providing a strong auxiliary basis for grouting scheme design and on-site construction management.

[0003] The existing BIM model construction method for grouting and water plugging operations is to simply "bind" the coordinates of the visible water outlets, grouting hole parameters and lining models on site, or "attach" their surfaces. However, in reality, due to the movement, spread, and capillary action of groundwater within the lining structure, surface water outlets cannot directly reflect the true "dominant water channel" behind the lining or in structural gaps. Furthermore, simply drawing 3D lines connecting grouting holes in BIM lacks the in-depth analysis process of generating a "3D predicted sealing range" based on key process parameters such as the actual drilling depth, grouting pressure, and grouting volume, and then spatially matching and calculating the deviation of this range with the main water-conducting channels. This directly leads to a disconnect between the model's appearance and the underground reality. While the grouting hole may appear to be right next to the visible leak point in the 3D viewport of the BIM model, seemingly indicating sealing, the actual effective diffusion range of the grout may not even cover the source water-conducting location that truly needs priority sealing. This "false hit" renders the existing BIM model merely a data display dashboard, unable to assist construction personnel in judging the true effectiveness of the grouting holes, difficult to guide secondary hole repair work due to hole deviation, and unable to provide scientific 3D spatial logic support for the final closed-loop traceability of seepage prevention quality. Summary of the Invention

[0004] To address the technical problems of existing BIM models for grouting and water plugging operations failing to accurately locate actual water channels and effectively evaluate the true three-dimensional sealing performance of grouting holes, resulting in a disconnect between the model's appearance and the underground reality, as well as unreasonable three-dimensional spatial logic support for seepage prevention, the present invention aims to provide a BIM model construction method and system for grouting and water plugging operations. The specific technical solution adopted is as follows: In a first aspect, one embodiment of the present invention provides a BIM model construction method for grouting and water plugging operations, the method comprising the following steps: Acquire leakage data at water outlets, crack data, and grouting hole construction data, and map them to the BIM coordinate system; Candidate gaps around the water outlet are extracted. Based on the projected length of each candidate gap along the back of the water trail, the leakage width of the water outlet, and the spatial distance between each candidate gap and the water outlet, the water trail overlap length of each candidate gap is obtained. Based on the ratio of the branch gap width of each candidate gap to its gap width, combined with the back continuation length of each candidate gap and the water trail overlap length, the water guiding length of each candidate gap is obtained, and the dominant water path of the water outlet is determined. Based on the distance from the grouting hole to the main water path, the diameter of the grouting hole, the grouting pressure, the grouting volume and the estimated backwater pressure, as well as the void volume of the main water path, and combined with the material reference diffusion radius of the grout, the expected sealing range of the grouting hole is obtained. Based on the coverage ratio of the dominant water path within the expected sealing area and the distance of the uncovered part from the sealing boundary, the sealing deviation of the grouting hole is obtained, and then the grouting hole is marked and displayed in a visual association in the BIM model.

[0005] Furthermore, the method for obtaining the overlapping length of the watermarks is as follows: For any candidate gap at any water outlet, the spatial distance between the candidate gap and the water outlet is used as the analysis distance; The ratio of the leakage width of the water outlet to the sum of the leakage width and the analysis distance is used as the distance reduction ratio for the candidate gap; if the water outlet is a point leakage, the leakage width is set to the preset minimum unfolding width. The product of the projected length of the candidate gap along the opposite direction of the water mark and the distance reduction ratio is taken as the water mark overlap length of the candidate gap; if the angle between the direction of the candidate gap and the opposite direction of the water mark is greater than 90°, the projected length is set to 0.

[0006] Furthermore, the method for obtaining the water-conducting length is as follows: For any candidate gap and any branch gap connected to the candidate gap, the ratio of the width of the branch gap to the width of the candidate gap is used as the reference ratio of the branch gap. The product of the extension length of the branch gap and the reference ratio is used as the reference reduced length of the branch gap; The sum of the reference reduced lengths of all branch gaps connected to the candidate gap is taken as the branch reduced length of the candidate gap; The ratio of the back-end connection length of the candidate gap to the sum of the back-end connection length and the branch conversion length is taken as the water-conducting retention ratio of the candidate gap. The product of the overlapping length of the watermark of the candidate gap and the water retention ratio is taken as the water guiding length of the candidate gap; if the sum of the back connection length and the branch conversion length is zero, the water guiding length is directly set to 0.

[0007] Furthermore, the method for obtaining the dominant water path is as follows: For any water outlet, obtain the water guiding length of each candidate gap at that water outlet, and take the candidate gap corresponding to the largest water guiding length as the dominant water path of that water outlet.

[0008] Furthermore, the method for obtaining the expected blocking range is as follows: For any dominant water path, the grouting holes whose minimum distance from the dominant water path is less than or equal to a preset influence distance threshold are taken as the grouting holes corresponding to the dominant water path. For any grouting hole corresponding to the dominant water path, the minimum distance from the grouting hole to the dominant water path is taken as the reference distance of the grouting hole; the ratio of the diameter of the grouting hole to the sum of the diameter and the reference distance is taken as the final hole approach ratio of the grouting hole. Based on the grouting pressure and the estimated backwater pressure of the grouting hole, the pressure action ratio of the grouting hole is obtained. The product of the final hole approach ratio and the pressure action ratio is taken as the positive pressure entry ratio of the grouting hole. The ratio of the grouting volume of the grouting hole to the void volume of the main water path is used as the grouting filling ratio. The product of the positive pressure entry ratio and the grouting filling ratio is multiplied by the material reference diffusion radius of the grout to obtain the basic sealing radius of the grouting hole; Centered on the final position of the grouting hole, a three-dimensional envelope region is generated with the foundation sealing radius. The three-dimensional envelope region is then trimmed using the lining entity boundary and void boundary in the BIM model to obtain the expected sealing range of the grouting hole.

[0009] Furthermore, the method for obtaining the pressure application ratio is as follows: Subtract the estimated backwater pressure from the grouting pressure of the grouting hole to obtain the reference pressure of the grouting hole; if the reference pressure is less than 0, then the reference pressure is forcibly set to 0. The sum of the grouting pressure of the grouting hole and the preset minimum positive number is used as the reference denominator; The ratio of the reference pressure to the reference denominator is used as the pressure ratio of the grouting hole.

[0010] Furthermore, the method for obtaining the degree of blockade deviation is as follows: For any grouting hole corresponding to any dominant water path, obtain the actual length of the dominant water path falling within the expected sealing range of the grouting hole, and use the ratio of the actual length to the total length of the dominant water path as the coverage ratio of the grouting hole. Subtract the coverage ratio from the constant 1 to obtain the uncovered ratio of the grouting hole; If the uncovered percentage is 0, then the uncovered boundary distance of the grouting hole is directly set to 0; If the portion of the main water path that does not fall within the expected sealing range is divided into multiple discontinuous segments, then the longest continuous segment is selected as the baseline segment, and the straight-line distance from the center point of the baseline segment to the boundary of the expected sealing range is obtained as the uncovered boundary distance of the grouting hole. If the portion of the main water path that does not fall into the expected sealing range is a single continuous line segment, then the straight-line distance from the center point of the single continuous line segment to the boundary of the expected sealing range is directly obtained as the uncovered boundary distance of the grouting hole. Divide the distance of the uncovered boundary by the basic sealing radius of the grouting hole to obtain the distance deviation ratio of the grouting hole; The product of the uncovered ratio and the distance deviation ratio is taken as the degree of sealing deviation of the grouting hole.

[0011] Furthermore, the method for marking the grouting holes is as follows: If the uncovered ratio is less than or equal to a preset uncovered ratio threshold, then the grouting hole is marked as the corresponding hole to be sealed. If the uncovered ratio is greater than a preset uncovered ratio threshold, and the degree of blockage deviation is less than or equal to a preset deviation threshold, then the grouting hole is marked as a boundary verification hole; If the uncovered ratio is greater than a preset uncovered ratio threshold, and the degree of blockage deviation is greater than a preset deviation degree threshold, then the grouting hole is marked as a spatial deviation hole.

[0012] Furthermore, the method for obtaining the candidate gaps is as follows: For any water outlet, all gaps within a preset neighborhood of that water outlet whose length is greater than a preset length threshold are considered as candidate gaps for that water outlet.

[0013] Secondly, another embodiment of the present invention provides a BIM model building system for grouting and water plugging operations. The system includes: a memory, a processor, and a computer program stored in the memory and running on the processor. When the processor executes the computer program, it implements the steps of any of the above methods.

[0014] The present invention has the following beneficial effects: This invention first extracts candidate gaps around the water outlet to improve data processing efficiency and eliminate interference from irrelevant distant gaps and micro-shrinkage cracks. To initially screen gap segments that are spatially adjacent and aligned with the water flow direction, the invention then calculates the overlap length of the water trace for each candidate gap based on the projected length of each gap along the water trail, the leakage width of the water outlet, and the spatial distance between each candidate gap and the water outlet. This accurately reflects the effective alignment between the gap direction and the surface water flow direction after considering spatial distance attenuation. The degree of alignment helps to eliminate invalid gaps that are too far from the outlet or run counter to the water flow. To assess the actual water transport capacity of candidate gaps and eliminate interference from water flow dispersion along the way, the ratio of the branch gap width to the gap width of each candidate gap, combined with the rear connection length and water trail overlap length, is used to obtain the water-conducting length of each candidate gap. This accurately reflects the comprehensive water transport capacity of the corresponding candidate gap after experiencing branch flow losses, effectively guiding it to the outlet. This allows for accurate determination of the dominant water path at the outlet and precise locking of the water flow path. The system identifies the actual groundwater recharge channel at the water outlet point. To accurately assess the actual sealing performance of each grouting hole under construction constraints, the system calculates the expected sealing range of the grouting hole based on the distance from the grouting hole to the dominant water path, the hole diameter, grouting pressure, grouting volume, estimated backwater pressure, and the void volume of the dominant water path, combined with the material reference diffusion radius of the grout. This achieves a reliable conversion from one-dimensional drilling parameters to three-dimensional spatial sealing zoning. Furthermore, to quantify the spatial misalignment between the actual construction location of the grouting hole and the target water path, the system calculates the sealing range based on the distance from the grouting hole to the dominant water path, the system calculates the sealing range of the grouting hole based on the material reference diffusion radius of the grout. By estimating the coverage ratio within the sealing area and the distance of the uncovered portion from the sealing boundary, the degree of sealing deviation of the grouting holes is obtained. This accurately reflects the partial or complete off-target situation of the grouting holes due to hole position deviation, insufficient depth, or limited grout diffusion. It effectively overcomes the defect of false hits of grouting holes in existing BIM models. Furthermore, the grouting holes are marked and displayed in a visual association in the BIM model, providing clear verification and remedial guidance for on-site construction operations. It also provides intuitive data support for subsequent rapid tracing of quality issues and precise placement of supplementary grouting holes. Attached Figure Description

[0015] Figure 1 This is a schematic flowchart illustrating a BIM model construction method for grouting and water plugging operations according to an embodiment of the present invention. Figure 2 This is a structural diagram of a BIM model construction system for grouting and water plugging operations provided in one embodiment of the present invention. Detailed Implementation

[0016] The following description, in conjunction with the accompanying drawings, details the specific scheme of the BIM model construction method and system for grouting and water plugging operations provided by this invention.

[0017] Example 1: This invention proposes a BIM model construction method for grouting and water plugging operations. Please refer to [link / reference]. Figure 1 The diagram illustrates a schematic flowchart of a BIM model construction method for grouting and water plugging operations according to an embodiment of the present invention. The method includes the following steps: Step S1: Obtain leakage data at water outlets, crack data, and grouting hole construction data, and map them to the BIM coordinate system.

[0018] Specifically, to comprehensively understand the leakage and exposure status of the lining surface, the spatial distribution of water-conducting gaps inside and around the lining, and the actual drilling and grouting conditions, leakage data at water outlets is obtained through on-site measurement or image recognition. This data includes the location of visible water outlets, the direction of water trail extension, the leakage width of the water outlet, and the corresponding mileage number. Gaps data is obtained through 3D laser scanning or endoscopic inspection. This data includes the spatial distribution, extension length, opening width, branch connection status, and back-side continuity length of cracks, joints, and voids around the water outlet. Construction data for grouting holes is obtained through measurement records, equipment monitoring logs, and test records. This data includes the hole coordinates, drill bit direction, drilling depth, hole diameter, actual grouting volume, grouting pressure, estimated backwater pressure, and the material reference diffusion radius of the grout. Then, based on a unified engineering three-dimensional reference control network, the leakage data at the water outlet, the crack data, and the construction data for grouting holes are synchronously converted and mapped to a unified BIM three-dimensional spatial coordinate system, generating corresponding three-dimensional geometric information entity objects, which serve as the basic input parameters for subsequent water diversion path deduction and sealing envelope calculation.

[0019] Step S2: Extract candidate gaps around the water outlet. Based on the projected length of each candidate gap along the back of the water trail, the leakage width of the water outlet, and the spatial distance between each candidate gap and the water outlet, obtain the water trail overlap length of each candidate gap. Based on the ratio of the branch gap width of each candidate gap to its gap width, combined with the back continuation length of each candidate gap and the water trail overlap length, obtain the water guiding length of each candidate gap and determine the dominant water path of the water outlet.

[0020] Specifically, to accurately pinpoint the actual channels supplying groundwater to the water outlet, candidate fissures around the outlet are extracted. For any given outlet, all fissures within a preset neighborhood with a length greater than a preset length threshold are considered candidate fissures. This facilitates the elimination of irrelevant distant fissures and minor, meaningless shrinkage cracks, reducing the amount of data processing required for subsequent calculations. In this embodiment, the preset neighborhood is defined as a spherical space with a radius of 3 meters centered on the outlet, ensuring coverage of most possible capillary seepage and water flow range. The implementer can set the preset neighborhood based on the site's engineering geological conditions and lining thickness; no limitation is imposed here. A preset length threshold of 0.1 meters is set to filter out minor cracks that lack continuous water-conducting capacity. The implementer can set the preset length threshold based on the actual project's tolerance for leakage and structural safety requirements; no limitation is imposed here. Considering that the location where the leaking water emerges on the lining surface is not the same as its actual location penetrating the lining, and that water flow often spreads along the lining surface or shallow cracks, in order to initially screen out spatially adjacent crack segments that are consistent with the direction of water flow emergence from the candidate cracks, the geometric information and water trace image information extracted from the BIM model are used to obtain the projected length of each candidate crack along the back of the water trace, the leakage width of the water outlet, and the spatial distance between each candidate crack and the water outlet. The consistency between the spatial proximity of each candidate crack and the direction of water flow is analyzed to facilitate the elimination of invalid cracks that are too far from the water outlet or contrary to the direction of water flow. Furthermore, based on the projected length of each candidate crack along the back of the water trace, the leakage width of the water outlet, and the spatial distance between each candidate crack and the water outlet, the overlap length of the water trace for each candidate crack is obtained, reflecting the degree of effective coincidence between the crack direction and the direction of water flow on the surface after considering the spatial distance attenuation. To assess the actual water transport capacity of candidate joints and eliminate interference from flow dispersion by other tributaries, the branch joints of each candidate joint are determined through the joint topology in the BIM model. The width of each candidate joint and the width of its branch joints, as well as the back-end continuity length of each candidate joint (i.e., the continuous physical length of the unclosed voids or deep cracks connected to the candidate joint behind the lining), are obtained through the aforementioned 3D laser scanning or measurement data mapping. Then, based on the ratio of the branch joint width to the joint width of each candidate joint, the following is concluded: By combining the length of the continuation behind each candidate gap with the length of the overlapping water trace, the water-conducting length of each candidate gap is obtained. This reflects the comprehensive water conveyance capacity of the corresponding candidate gap after experiencing branch water flow loss, which can effectively guide the water to the outlet point. Among them, the larger the water-conducting length, the higher the degree of coincidence of the corresponding candidate gap along the source direction, the more sufficient the water supply behind it, and the less affected by branch diversion. It is more likely to be a real water leakage channel. In this way, the dominant water path of the outlet point can be accurately determined by the water-conducting length, providing a benchmark target for subsequent judgment on whether the grouting hole effectively blocks the real water path.

[0021] Preferably, in one feasible embodiment of this method, the method for obtaining the overlap length of the watermark is as follows: for any candidate gap at any water outlet, the spatial distance between the candidate gap and the water outlet (i.e., the three-dimensional shortest straight-line distance from the gap boundary to the center of the water outlet) is used as the analysis distance; the smaller the analysis distance, the closer the physical connection between the candidate gap and the water outlet in space; in order to quantify this distance attenuation effect, and in combination with the influence range of the leakage at the water outlet itself, the ratio of the leakage width of the water outlet to the sum of the leakage width and the analysis distance (i.e., Where k is the leakage width and l is the analysis distance), it serves as the distance reduction ratio for the candidate gap. The distance reduction ratio is a coefficient between 0 and 1. The farther the analysis distance, the smaller the distance reduction ratio, and the lower the effectiveness of the candidate gap. If the water outlet is a point leak, the leakage width is set to the preset minimum unfolding width to avoid the calculation failure caused by the denominator or numerator of the formula being 0 when the leakage width is 0, ensuring that the distance reduction ratio still has a reasonable and smooth value under the point leak condition. In this embodiment, the preset minimum unfolding width is set to 0.01 meters to ensure the calculation stability of point leaks. The implementer can set the preset minimum unfolding width according to the pixel accuracy of the on-site image or the minimum observation scale, which is not limited here. To combine distance attenuation with directional consistency, the product of the projected length of the candidate gap along the reverse direction of the water trail (i.e., the projection value of the candidate gap's line segment vector onto the reverse extension vector of the water trail) and the distance reduction ratio is used as the water trail overlap length of the candidate gap. If the angle between the direction of the candidate gap and the reverse direction of the water trail is greater than 90°, it means that the direction of the candidate gap is completely opposite to the source direction of the seepage water at the outlet point, and the water flow cannot flow out from the candidate gap to form the current water trail. In order to directly eliminate such impossible physical paths and prevent negative projection lengths from interfering with the calculation logic, the projection length is set to 0, so that the calculated water trail overlap length is directly 0, thus eliminating the candidate gap in advance.

[0022] Preferably, in one feasible embodiment, the method for obtaining the water-conducting length is as follows: for any candidate gap and any branch gap connected to the candidate gap, the ratio of the width of the branch gap to the width of the candidate gap is used as a reference ratio for the branch gap, reflecting the branch gap's ability to intercept and divert water from the main stream (i.e., the candidate gap). The wider the branch, the stronger the diversion capacity. To quantify the loss caused by this diversion capacity to the water flow path, the extension length of the branch gap (i.e., the length of the branch gap from the connection point) is then... The effective physical length of the branch gap is calculated as the product of the reference ratio and the effective physical length of the branch gap. The size of the branch gap is equivalent to the blocking loss of the main stream. In order to comprehensively evaluate all the diversion effects faced by the candidate gap gap, the sum of the reference equivalent lengths of all the branch gap gaps connected to the candidate gap gap is used as the branch equivalent length of the candidate gap gap. This indicates the overall water loss or interception degree of the candidate gap gap gap. The larger the branch equivalent length, the easier it is for the water flow of the candidate gap gap to be dispersed by the branch and difficult to concentrate and guide to the outlet point. To balance the relationship between the sufficiency of water supply and diversion loss, the ratio of the back-end continuity length of the candidate gap to the sum of the back-end continuity length and the branched equivalent length (i.e., Where b is the back-end continuity length and f is the branch conversion length), the water retention ratio of the candidate gap is used to reflect the effective retention ratio of water flow that can actually be delivered to the outlet point after deducting the diversion loss. In order to obtain the core index that ultimately characterizes the overall water-conducting probability of the candidate gap, the product of the water trace overlap length of the candidate gap and the water retention ratio is used as the water-conducting length of the candidate gap. If the sum of the back-end continuity length and the branch conversion length is zero, the water-conducting length is directly set to 0 to avoid triggering an abnormal error with a denominator of zero in the isolated closed short gap scenario, and to ensure the stability of the algorithm when encountering the extreme working conditions of dense seamless surfaces.

[0023] Preferably, in one feasible embodiment of this method, the method for obtaining the dominant water path is as follows: for any water outlet, obtain the water-conducting length of each candidate gap at that water outlet, and take the candidate gap corresponding to the largest water-conducting length as the dominant water path of that water outlet. It should be noted that if the largest water-conducting length corresponds to at least two candidate gaps, it indicates that there are multiple parallel channels with extremely similar water conveying capacity at that water outlet. In this case, retrieve the back-end connection lengths corresponding to these candidate gaps, and confirm the candidate gap with the largest back-end connection length as the dominant water path of that water outlet. If the back-end connection lengths are still the same, then all of these candidate gaps are taken as the dominant water path of that water outlet to ensure that the blocking and tracking target is not missed.

[0024] Step S3: Based on the distance from the grouting hole to the main water path, the diameter of the grouting hole, the grouting pressure, the grouting volume and the estimated backwater pressure, as well as the void volume of the main water path, and combined with the material reference diffusion radius of the grout, obtain the expected sealing range of the grouting hole.

[0025] Specifically, considering that the actual sealing effect of grouting holes depends not only on whether the hole opening is close to the leakage point, but also on whether the grout injected at the final hole position can cover the true dominant water path under the actual pressure and grouting volume, in order to accurately evaluate the actual sealing performance of each grouting hole under construction constraints, the distance from the grouting hole to the dominant water path, the diameter of the grouting hole, the grouting pressure, the grouting volume and the estimated backwater pressure, the void volume of the dominant water path, and the material reference diffusion radius of the grout are obtained through the constructed BIM model structure and on-site construction monitoring records. Then, based on the distance from the grouting hole to the dominant water path, the diameter of the grouting hole, the grouting pressure, the grouting volume and the estimated backwater pressure, and the void volume of the dominant water path, combined with the material reference diffusion radius of the grout, the expected sealing range of the grouting hole is obtained, realizing the conversion from one-dimensional drilling parameters to three-dimensional spatial sealing zoning, providing accurate three-dimensional spatial entity basis for subsequent judgment of whether the grouting hole deviates.

[0026] Preferably, in one feasible embodiment of this invention, the method for obtaining the expected sealing range is as follows: for any dominant water path, grouting holes whose minimum distance from the dominant water path is less than or equal to a preset influence distance threshold are taken as the grouting holes corresponding to the dominant water path. This effectively filters out invalid grouting holes that are too far away or that are obviously unable to seal the dominant water path physically, reducing the data processing redundancy of the model calculation. In this embodiment, the preset influence distance threshold is set to 3.0 meters to ensure that all associated grouting holes that may potentially affect the dominant water path are included in the analysis range. The implementer can set the preset influence distance threshold according to the formation permeability coefficient and the designed maximum grouting pressure, which is not limited here. For any grouting hole corresponding to the dominant water path, the minimum distance from the grouting hole to the dominant water path is taken as the reference distance for the grouting hole. The smaller the reference distance, the closer the final position of the grouting hole is to the dominant water path, and the better the initial physical conditions for the grout to enter the water guiding channel. In order to quantify the constraint effect caused by the combined deviation of the opening size and the spatial distance, the ratio of the hole diameter to the sum of the hole diameter and the reference distance (i.e., the ratio of the hole diameter to the sum of the hole diameter and the reference distance) is taken as the reference distance. , where d is the aperture and s is the reference distance), is the final hole proximity ratio of the grouting hole, reflecting the initial spatial accessibility of the grout to smoothly enter the gap by relying on spatial proximity when pressure conditions are not considered. Considering the hydrostatic pressure of groundwater, the grout must overcome this pressure to effectively penetrate the cracks. To accurately measure the effective driving force of the grouting, the pressure action ratio of the grouting hole is obtained based on the grouting pressure and the estimated backwater pressure. This accurately reflects the driving efficiency of the effective pressure difference within the total pressure environment. The pressure action ratio is obtained by subtracting the estimated backwater pressure from the grouting pressure to obtain the reference pressure of the grouting hole, thus determining the net pressure truly used to drive the grout to overcome the water pressure. If the reference pressure is less than 0, it is forcibly set to 0 to avoid insufficient grouting pressure or reverse pressure. Excessive water pressure can lead to negative proportions in subsequent calculations, causing logical errors. To construct a dimensionless benchmark for measuring relative pressure intensity, the sum of the grouting pressure at the grouting hole and a preset minimum positive number is used as the reference denominator. In this embodiment, the preset minimum positive number is set to 0.001, with the unit consistent with the pressure unit. This ensures that in extreme conditions (such as when no grouting hole is tested or both pressures are 0), the calculation crashes due to a denominator of 0 are prevented. Implementers can set the preset minimum positive number according to the system's floating-point accuracy requirements; no limitation is imposed here. The ratio of the reference pressure to the reference denominator is used as the pressure action ratio of the grouting hole. To comprehensively consider the combined effects of spatial location and grouting dynamics, the product of the approach ratio to the pressure ratio is used as the positive pressure entry ratio for this grouting hole, reflecting the comprehensive propulsion capability of the grout overcoming water pressure and entering the dominant water path at the hole's final position. To further consider the actual amount of injected material's contribution to the theoretical sealing space, the ratio of the grouting volume to the void volume of the dominant water path is used as the grouting filling ratio, reflecting the physical saturation degree of the actual grout volume on the theoretical volume of the water-conducting channel. Finally, to combine spatial propulsion capability, filling degree, and the grout's material properties, the product of the positive pressure entry ratio and the grouting filling ratio is multiplied by the grout's material reference diffusion radius to obtain the basic grouting hole profile. The sealing radius is used to obtain the theoretical maximum diffusion distance of the grouting hole under the current specific working conditions. It should be noted that if the calculated basic sealing radius is greater than the preset maximum physical diffusion radius, the basic sealing radius will be forcibly set to the preset maximum physical diffusion radius to avoid abnormal expansion of the grouting volume data under extreme working conditions such as large-scale deep grout leakage, which would cause the theoretical calculation results to deviate from the normal limit of physical diffusion of engineering fluids and cause serious distortion of the model envelope. In this embodiment, the preset maximum physical diffusion radius is set to 5.0 meters to ensure that the calculation results are always limited to the maximum physical boundary that conventional grouting materials can reach in underground space. The implementer can set the preset maximum physical diffusion radius according to the degree of development of formation fractures and the gelation time of grout, which is not limited here. To transform the one-dimensional radius into an actual three-dimensional influence space, a three-dimensional envelope region (i.e., a three-dimensional spherical geometry with the foundation sealing radius as its radius) is generated with the final hole position of the grouting hole as the center. Considering that the diffusion of grout in the lining will be physically blocked by the dense concrete structure and the closed boundary, and it is impossible to penetrate the seamless solid structure, the three-dimensional envelope region is then trimmed using the lining solid boundary and void boundary in the BIM model to obtain the expected sealing range of the grouting hole. This ensures that the generated sealing zone completely fits the spatial physical boundary of the actual underground project and accurately reflects the true effective retention space of the grout.

[0027] Step S4: Based on the coverage ratio of the dominant water path within the expected sealing range and the distance of the uncovered part from the sealing boundary, obtain the sealing deviation of the grouting hole, then mark the grouting hole and display it in the BIM model.

[0028] Specifically, considering that the actual construction location and theoretical sealing range of grouting holes may not completely hit the actual water flow channel, in order to accurately assess the actual sealing effectiveness of grouting holes and quantify their spatial misalignment with the target water path, the degree of sealing deviation of grouting holes is obtained based on the coverage ratio of the dominant water path within the expected sealing range and the distance of the uncovered part from the sealing boundary. This accurately reflects the partial or complete miss of the target caused by hole position deviation, insufficient depth, or limited grout diffusion. Considering that grouting holes with different degrees of deviation have completely different guiding significance for subsequent waterproofing treatment and construction decisions, in order to provide clear verification and remedial guidance for on-site construction operations, grouting holes are marked by combining the uncovered ratio and the degree of sealing deviation. The actual functional attribute classification of each grouting hole is accurately determined and displayed in a visual association in the BIM model. This is beneficial for construction managers to intuitively examine the overall blind spots of grouting operations in three-dimensional space, providing intuitive data support for quickly tracing quality problems and accurately arranging supplementary grouting holes.

[0029] Preferably, in one feasible embodiment, the method for obtaining the degree of sealing deviation is as follows: for any grouting hole corresponding to any dominant water path, the actual length of the dominant water path falling within the expected sealing range of the grouting hole is obtained through the three-dimensional solid intersection operation in the BIM model. The ratio of the actual length to the total length of the dominant water path is used as the coverage ratio of the grouting hole, quantifying the direct coverage degree of the grouting hole on the dominant water path. The coverage ratio is subtracted from the constant 1 to obtain the uncovered ratio of the grouting hole, accurately reflecting the proportion of line segments in the dominant water path that are still untreated and have a continuous leakage risk relative to the grouting hole. If the uncovered ratio is 0, it means that the main water path is completely enveloped by the expected sealing range of the grouting hole. The part not falling into the range is an empty set in geometric calculations. Therefore, the uncovered boundary distance of the grouting hole is directly set to 0, effectively avoiding the problem of algorithm error and crash caused by forcibly extracting the geometric center point on the empty set, and ensuring the stability of the model calculation process. If the part of the main water path not falling into the expected sealing range is divided into multiple discontinuous line segments, in order to avoid the geometric anomaly of coordinates flying out of the actual water path due to the overall centroid of multiple discrete line segments, the longest continuous line segment is selected as the baseline line segment through the line segment length statistics tool in the BIM model. If at least two exist, the continuous line segment with the closest three-dimensional straight-line distance to the center of the corresponding water outlet is extracted as the baseline segment to ensure the uniqueness of the baseline segment extraction result and to ensure that high leakage risk sections are prioritized. In order to quantify the absolute physical misalignment scale of the core untreated water path section from the current grouting envelope, the straight-line distance from the center point of the baseline segment to the boundary of the expected sealing range is obtained as the uncovered boundary distance of the grouting hole. If the part of the main water path that does not fall into the expected sealing range is a single continuous line segment, the straight-line distance from the center point of the single continuous line segment to the boundary of the expected sealing range is obtained directly through the three-dimensional spatial distance measurement function of the BIM model as the uncovered boundary distance of the grouting hole. To eliminate the scale differences in absolute distance under different grout diffusion capabilities and achieve standardized quantification of relative deviation, the distance of the uncovered boundary is divided by the basic sealing radius of the grouting hole (to prevent calculation crashes caused by a zero denominator, a preset positive number, such as 0.001, can be added to the denominator in actual processing) to obtain the distance deviation ratio of the grouting hole, reflecting the relative severity of the uncovered section deviating from the sealing capability of the grouting hole itself. Considering that the overall severity of grouting failure is determined by both the "proportion of uncovered area" and the "relative distance of deviation", the product of the uncovered proportion and the distance deviation ratio is used as the sealing deviation degree of the grouting hole. This allows grouting holes with a high unsealed proportion and a long deviation distance to receive extremely high deviation penalty values, accurately characterizing the overall ineffectiveness of the grouting operation.

[0030] Preferably, in one feasible embodiment, the method for marking grouting holes is as follows: Considering the inevitable measurement and modeling errors between actual underground engineering construction and BIM model establishment, in order to achieve automatic error-tolerant classification by the machine, this embodiment sets a preset uncovered proportion threshold of 0.1 (i.e., allowing a 10% uncovered error tolerance limit) to ensure that excessive false alarms are not generated when most core waterways are blocked. The implementer can set the preset uncovered proportion threshold according to the on-site waterproofing level requirements and engineering acceptance standards, which is not limited here; the preset deviation threshold is set to 0.2. To ensure that it is possible to effectively distinguish between critical misses caused by normal construction layout and surveying errors and complete drilling positioning errors, the implementer can set a preset deviation threshold based on the accuracy of the on-site measuring instruments and the resolution of the ground-penetrating radar, which is not limited here; for any grouting hole, if the uncovered ratio of the grouting hole is less than or equal to the preset uncovered ratio threshold, it means that the grout envelope of the grouting hole has basically completely covered the actual dominant water path. In order to confirm the effectiveness of the grouting hole and archive the project, the grouting hole is marked as the corresponding hole for sealing, which means that it is an effective working hole that hits the core seepage channel; If the uncovered proportion of the grouting hole is greater than the preset uncovered proportion threshold, and the sealing deviation is less than or equal to the preset deviation threshold, it indicates that although there is a clearly uncovered water passage in the grouting hole, the uncovered part is near the envelope boundary. It is very likely that the "edge-grabbing" phenomenon is caused by measurement positioning error, model reconstruction error, or construction borehole deviation. In order to prevent model misjudgment, the grouting hole is marked as a boundary verification hole, prompting the site engineer to manually verify and confirm it in conjunction with the site drill rod record and drilling angle. If the uncovered proportion of the grouting hole is greater than the preset uncovered proportion threshold, and the sealing deviation is greater than the preset deviation threshold, it indicates that there is a serious physical spatial disconnect between the expected sealing range of the grouting hole and the actual dominant water path. In order to clearly expose the problem of blind drilling and ineffective operation on site, the grouting hole is marked as a spatial deviation hole, triggering an alert in the BIM model, guiding the construction personnel to redesign and implement supplementary drilling and grouting operations for the uncovered water passage.

[0031] In summary, this embodiment acquires leakage, crack, and grouting construction data and maps them to the BIM coordinate system; it extracts candidate cracks around the water outlet point, calculates the water guiding length by comprehensively considering spatial distance, water trace overlap length, diversion effect, and back connection length, and accurately locates the dominant water path of the water outlet point; it combines parameters such as grouting hole distance, hole diameter, grouting pressure, volume, and back water pressure to obtain the three-dimensional expected sealing range of the grouting hole; it quantifies the sealing deviation degree based on the coverage ratio and distance deviation of the dominant water path within the expected sealing range, classifies and marks the grouting holes, and visualizes them in the BIM model. This invention accurately locates the actual water path and evaluates the actual sealing effectiveness of the grouting hole, effectively solving the problem of model-to-real-world discrepancy, and providing intuitive three-dimensional spatial logic support for leakage prevention and remediation.

[0032] Example 2: This invention also proposes a BIM model building system for grouting and water plugging operations. Please refer to [link / reference]. Figure 2 The diagram shows a structural diagram of a BIM model construction system for grouting and water plugging operations provided by an embodiment of the present invention. The system includes: a data acquisition module 10, a main water path acquisition module 20, an expected plugging range acquisition module 30, and a grouting hole marking module 40.

[0033] The data acquisition module 10 is used to acquire leakage data at water outlets, crack data, and grouting hole construction data and map them to the BIM coordinate system.

[0034] The dominant water path acquisition module 20 is used to extract candidate gaps around the water outlet point. Based on the projected length of each candidate gap along the back of the water trail, the leakage width of the water outlet point, and the spatial distance between each candidate gap and the water outlet point, the overlapping length of the water trail of each candidate gap is obtained. Based on the ratio of the branch gap width of each candidate gap to its gap width, combined with the back continuation length of each candidate gap and the overlapping length of the water trail, the water guiding length of each candidate gap is obtained, and the dominant water path of the water outlet point is determined.

[0035] The module 30 for obtaining the expected sealing range is used to obtain the expected sealing range of the grouting hole based on the distance from the grouting hole to the main water path, the diameter of the grouting hole, the grouting pressure, the grouting volume and the estimated back water pressure, as well as the void volume of the main water path, combined with the material reference diffusion radius of the grout.

[0036] The grouting hole marking module 40 is used to obtain the degree of grouting hole deviation based on the coverage ratio of the dominant water path within the expected sealing range and the distance of the uncovered part from the sealing boundary, and then mark the grouting hole and display it in a visual association in the BIM model.

[0037] It should be noted that the BIM model construction system for grouting and water plugging operations provided in the above embodiments and the BIM model construction method for grouting and water plugging operations belong to the same concept. The specific implementation process can be found in the method embodiments, and will not be repeated here.

Claims

1. A method for constructing a BIM model for grouting and water plugging operations, characterized in that, The method includes the following steps: Acquire leakage data at water outlets, crack data, and grouting hole construction data, and map them to the BIM coordinate system; Candidate gaps around the water outlet are extracted. Based on the projected length of each candidate gap along the back of the water trail, the leakage width of the water outlet, and the spatial distance between each candidate gap and the water outlet, the water trail overlap length of each candidate gap is obtained. Based on the ratio of the branch gap width of each candidate gap to its gap width, combined with the back continuation length of each candidate gap and the water trail overlap length, the water guiding length of each candidate gap is obtained, and the dominant water path of the water outlet is determined. Based on the distance from the grouting hole to the main water path, the diameter of the grouting hole, the grouting pressure, the grouting volume and the estimated backwater pressure, as well as the void volume of the main water path, and combined with the material reference diffusion radius of the grout, the expected sealing range of the grouting hole is obtained. Based on the coverage ratio of the dominant water path within the expected sealing area and the distance of the uncovered part from the sealing boundary, the sealing deviation of the grouting hole is obtained, and then the grouting hole is marked and displayed in a visual association in the BIM model.

2. The BIM model construction method for grouting and water plugging operations as described in claim 1, characterized in that, The method for obtaining the overlap length of the watermarks is as follows: For any candidate gap at any water outlet, the spatial distance between the candidate gap and the water outlet is used as the analysis distance; The ratio of the leakage width of the water outlet to the sum of the leakage width and the analysis distance is used as the distance reduction ratio for the candidate gap; if the water outlet is a point leakage, the leakage width is set to a preset minimum unfolding width. The product of the projected length of the candidate gap along the reverse of the watermark and the distance reduction ratio is taken as the watermark overlap length of the candidate gap; If the angle between the direction of the candidate gap and the opposite direction of the water mark is greater than 90°, then the projection length is set to 0.

3. The BIM model construction method for grouting and water plugging operations as described in claim 1, characterized in that, The method for obtaining the water-conducting length is as follows: For any candidate gap and any branch gap connected to the candidate gap, the ratio of the width of the branch gap to the width of the candidate gap is used as the reference ratio of the branch gap. The product of the extension length of the branch gap and the reference ratio is used as the reference reduced length of the branch gap; The sum of the reference reduced lengths of all branch gaps connected to the candidate gap is taken as the branch reduced length of the candidate gap; The ratio of the back-end connection length of the candidate gap to the sum of the back-end connection length and the branch conversion length is taken as the water-conducting retention ratio of the candidate gap. The product of the overlapping length of the watermark of the candidate gap and the water retention ratio is taken as the water guiding length of the candidate gap; if the sum of the back connection length and the branch conversion length is zero, the water guiding length is directly set to 0.

4. The BIM model construction method for grouting and water plugging operations as described in claim 1, characterized in that, The method for obtaining the dominant water path is as follows: For any water outlet, obtain the water guiding length of each candidate gap at that water outlet, and take the candidate gap corresponding to the largest water guiding length as the dominant water path of that water outlet.

5. The BIM model construction method for grouting and water plugging operations as described in claim 1, characterized in that, The method for obtaining the expected blocking range is as follows: For any dominant water path, the grouting holes whose minimum distance from the dominant water path is less than or equal to a preset influence distance threshold are taken as the grouting holes corresponding to the dominant water path. For any grouting hole corresponding to the dominant water path, the minimum distance from the grouting hole to the dominant water path shall be used as the reference distance for the grouting hole. The ratio of the diameter of the grouting hole to the sum of the hole diameter and the reference distance is taken as the final hole approach ratio of the grouting hole. Based on the grouting pressure and the estimated backwater pressure of the grouting hole, the pressure action ratio of the grouting hole is obtained. The product of the final hole approach ratio and the pressure action ratio is taken as the positive pressure entry ratio of the grouting hole. The ratio of the grouting volume of the grouting hole to the void volume of the main water path is used as the grouting filling ratio. The product of the positive pressure entry ratio and the grouting filling ratio is multiplied by the material reference diffusion radius of the grout to obtain the basic sealing radius of the grouting hole; Centered on the final position of the grouting hole, a three-dimensional envelope region is generated with the foundation sealing radius. The three-dimensional envelope region is then trimmed using the lining entity boundary and void boundary in the BIM model to obtain the expected sealing range of the grouting hole.

6. The BIM model construction method for grouting and water plugging operations as described in claim 5, characterized in that, The method for obtaining the pressure application ratio is as follows: Subtract the estimated backwater pressure from the grouting pressure of the grouting hole to obtain the reference pressure of the grouting hole; if the reference pressure is less than 0, then the reference pressure is forcibly set to 0. The sum of the grouting pressure of the grouting hole and the preset minimum positive number is used as the reference denominator; The ratio of the reference pressure to the reference denominator is used as the pressure ratio of the grouting hole.

7. The BIM model construction method for grouting and water plugging operations as described in claim 5, characterized in that, The method for obtaining the degree of blockade deviation is as follows: For any grouting hole corresponding to any dominant water path, obtain the actual length of the dominant water path falling within the expected sealing range of the grouting hole, and use the ratio of the actual length to the total length of the dominant water path as the coverage ratio of the grouting hole. Subtract the coverage ratio from the constant 1 to obtain the uncovered ratio of the grouting hole; If the uncovered percentage is 0, then the uncovered boundary distance of the grouting hole is directly set to 0; If the portion of the main water path that does not fall within the expected sealing range is divided into multiple discontinuous line segments, then the longest continuous line segment is selected as the baseline line segment, and the straight-line distance from the center point of the baseline line segment to the boundary of the expected sealing range is obtained as the uncovered boundary distance of the grouting hole. If the portion of the main water path that does not fall into the expected sealing range is a single continuous line segment, then the straight-line distance from the center point of the single continuous line segment to the boundary of the expected sealing range is directly obtained as the uncovered boundary distance of the grouting hole. Divide the distance of the uncovered boundary by the basic sealing radius of the grouting hole to obtain the distance deviation ratio of the grouting hole; The product of the uncovered ratio and the distance deviation ratio is taken as the degree of sealing deviation of the grouting hole.

8. The BIM model construction method for grouting and water plugging operations as described in claim 7, characterized in that, The method for marking the grouting holes is as follows: If the uncovered ratio is less than or equal to a preset uncovered ratio threshold, then the grouting hole is marked as the corresponding hole to be sealed. If the uncovered ratio is greater than a preset uncovered ratio threshold, and the degree of blockage deviation is less than or equal to a preset deviation threshold, then the grouting hole is marked as a boundary verification hole; If the uncovered ratio is greater than a preset uncovered ratio threshold, and the degree of blockage deviation is greater than a preset deviation degree threshold, then the grouting hole is marked as a spatial deviation hole.

9. The BIM model construction method for grouting and water plugging operations as described in claim 1, characterized in that, The method for obtaining the candidate gaps is as follows: For any water outlet, all gaps within a preset neighborhood of that water outlet whose length is greater than a preset length threshold are considered as candidate gaps for that water outlet.

10. A BIM model building system for grouting and water plugging operations, comprising a memory, a processor, and a computer program stored in the memory and running on the processor, characterized in that, When the processor executes the computer program, it implements the steps of the BIM model construction method for grouting and water plugging operations as described in any one of claims 1-9.

Images